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040-100-066
01-0497 CROTTI, M ' ROTMARCO nj 0) NIKKI CREEK LN. DURHAM CONT: OWNER NEW SF u�_iLus ub°I MARCO U C�ROT"I• " IR DURHAM f f ON 'NTR: WILLIAM Q �yP FIRE SPRINKLERS 040-100-066 01-2568 CRO TI 9839�I C EK; DURHA REMODEL BATH IN GARAGE 040.100-066 02-3220 CROTTI, MARCO 9839 STERLING CREEK LN., DURHAM RENEWAL BP#01.0497 040-100-066 03-2397 - �- CROTTI, MARIO 9839 NIKKI CREEK LN., DURHAM 'IST RENEWAL BP#O1-1203 • m - ,._...,-rim^'��"-""`"`.�.-.r,++G•..�°�-',� _ -.` � •.�..r--..a.t. "'`��i-�-_.ly.�,Y i- * � 1 3K`CBFd�+F ifs': lrri, /, C4 ,477-ic cv . ,o.'vg�Ko"o-C-0 i r ""46- 77-J .« 77-1 g9-7 -oCoLo6 879 L Td Wd0T:T0 2002 92 'Jew Z£80 109 : 'ON Xd-i _ I 110213 : wodj COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT a o�SZD S? ASSESSOR PARCEL NUMBER OD ZONING BUILDING PERMIT OWNER• T NE /00 SO FT. OCC. BUILDING VALUATION . OW S NU&G ADDRESS . 'C-_ CONTRACTORV NAME 15Y TELEPHONE COM OR MAKING ADDRESS CONSTRUCTIO ER Fireplace LENDER'S MAR3110 7IDDRESS L Total Valuation $ (}CJO ARCHITECT OR e&GFNrER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADORES 2 i Energy Plan Checking Fee $ " PERMIT FEE $ ae c(/ LOT NO. S UBDNIS IONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ddftion ❑ Remodel UBlib* ❑ Installation ❑ Other ❑ Describe Work:�f/Q//� Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W 920.00 PERMIT FEE $ d ELECTRICAL PERMIT Filing Fee 20.00 Main Service A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code,NR°�IDT. and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors license Law for -the following reason: I, as owner of the property, or my employees with wages as their sole compensation, do the work, and the structure is not intended or offered for sale. f�' I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. s0 OR ADDNS. ( 8 ACC. BLDS. 3.5¢FT. MULTI.OLmET 97.50 US PGwER APPAaLTUS a SINGLE ounET C.. Q +.00 EX. Occup. OUTLET OR FIXTURES a4L @ .50 Ex. Occup. ouTELETS RM.OFRJL 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE s WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation hundred dollars ($100) or less.) 01 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith omply with se provisions. X Date/ALO©/ Ign e o Applicant --ql Owner ❑ Contractor ❑ Agin An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ GD HAZ. I o FEES IMP I FLOOD I CDF PAR EL PD HD ISSUE This permit is hereby issued under the applicable provisions of the Butt unty Code and/or Resolutions to do work indicate b e for which feeskive been paid. By / /, Date PERMIT EXPIRES O / 10- eta Receipt No. G WHITE-D.D.S.-B.D. CANARY-ASSE SOR PINK -INSPECTOR GOLDENROD -APPLICANT Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Residential Construction Requirements IMPORTANT This set of plans and specifications MUST be kept on the job site at all times and it is unlawful to make any changes or alterations on same without written permission from the Building Division, County of Butte. All materials and workmanship shall be in accordance with recognized good practices and of a quality prescribed for the specific use in the 1998 California Building Code (1997 U.B.C.), 1998 California Plumhing Code (1997 U.P.C.), 1998 California Mechanical Code (1997 U.M.C.), and the 1998 California Electrical Code 996 N.E.C.) The following items are separated into two categories (general and specific). The "general" items are for your reference and are not specifically called out on the plans by the plans examiner. These items MUST be complied with, if applicable, and it is the builder's responsibility to comply. The "specific" items have been keyed to the plans. If an item is inadvertently left out or missed, it does not relieve the builder of any responsibility for code requirements, general or specific: GENERAL REQUIREMENTS • Guest rooms and habitable rooms shall have natural light equal to 10% of the floor area and natural ventilation equal to 5% of the floor area (Sec. 1203, U.B.C.) • Provide required room dimensions and ceiling height. (Sec. 310.6, U.B.C.) • Provide lights, switches, and receptacles for maintenance of mechanical equipment. (Sec.306, U.M.C.) • Approved vent and adequate combustion air for gas water heater and/or furnace. (Ch. 7& Ch. 8, U.M.C.) • Provide minimum one Y -O" exterior door. (Sec. 1003.3.1.3,U.B.C.) • Provide adequate clearance and type A flue for fireplace/woodstove. • All stairways to comply with U.B.C. section 1003.3, for rise, run, headroom, width, landings and handrails. • Hallways to be minimum 36" wide (U.B.C. 1004.3.3.2). • Underfloor access and ventilation per Sec.2306.3 & 2306.7, U.B.C. • Attic access and ventilation (UBC section 1505). • Provide approved flashing at all exterior openings. • Provide 18" platform for appliances/equipment in garage capable of producing a flame, spark or glow. • Provide protection of appliances in garage from vehicular damage. • Closet lights per N.E.C. Article 410-8. • Provide certificates of conformance for all glu-lam beams. • Provide approved spark arrester at all chimneys/type "A" flues. • Provide %z"x 10" anchor bolts @ 6' o.c.'max. and within 12" of all joints. Provide 2"x 2"x 3/16" steel plate washer @ each bolt. (Sec. 1806.6, U.B.C.) • Foundations with stemwalls shall be provided with a minimum of one number 4 bar at the top of the wall and one number 4 bar at the bottom of the footing. (Sec. 1806.7.1, U.B.C.) • Slabs -on -ground with turned -down footings shall have a minimum of one number 4 bar at the top and bottom (Section 1806.7.2, U.B.C.) • Guardrails to have minimum 36" high top rail, with intermediate rails spaced that a 4" sphere cannot pass through (Sec. 509, U.B.C.) 1' Page 1 of 2 Owners Name: yy4l Building Permit Number: f)[ —C49 Plans Examiner: Martha Christy r, • Veneer per Ch. 14, U.B.C. • Exterior plaster — weep screeds (U.B.C. section 2506.5). • Skylights per Sec. 2409 & 2603.7, U.B.C. • Protect plastic foam insulation per Sec. 2602.4, U.B.C. • Ground fault protection shall be required in all bathrooms, garage, kitchen, wet bar, and exterior receptacles (NEC 210). • Electrical, mechanical, and plumbing construction (not plan reviewed) shall comply with the current editions of the National Electrical Code, Uniform Mechanical Code and Uniform Plumbing Code. • Minimum water closet clearances of 15" from its center to sidewall and 24" front clearance (U.P.C. 408.6). • Minimum shower compartment size of 1024 sq. in. & 30" circle (U.P.C. 412.7). • Provide plumbing fixtures, water closet clearances and shower sizes per U.P.C. SPECIFIC REQUIREMENTS 1. Provide safety glazing in all hazardous locations (U.B.C. section 2406). 2. Garage firewall separation — required on garage side, including supporting walls and posts (U.B.C. section 302.4 exception #3). 3. Install smoke detector's as per the requirements of U.B.C. section 310.9.1. 4. Special roof covering required, class B minimum. 5. Provide 2 separate exits from the third story (U.B.C. section 1004.2.3.2 exception #4). 6. Every bedroom shall have at least one operable window or door. Windows shall have a minimum net clear openable area of 5.7 square feet. Additionally, the window shall have a minimum net clear openable height of 24" and a minimum net clear openable width of 20". The window sill height shall not be more than 44" above the floor (U.B.C. 310.4). COLOR CODE USED ON PLANS Blue = Engineering Pink = Firewall Green = Braced wall panels Yellow = Important COMPLY WITH ITEMS INDICATED BELOW Your parcel lies within a designated 100 -year flood plain. Finish floor, electrical, H.V.A.C. equipment and services shall be a minimum of one foot above the elevation shown on the attached Flood Elevation Certificate. A Post Flood Elevation Certificate Evill also be required Note: We will normally accept the following as compliance with the flood elevation requirements: 1. Building is anchored to concrete stemwall system with conventional anchor bolts. 2. Building plate on top of stemwall to be one foot or more above the 100 -year flood elevation. (Plate height less than 24" above grade, or engineered design required). 3. Electrical, heating, ventilation, plumbing and air conditioning equipment and facilities located above the plate. 4. At least 2 openings in exterior walls, located on opposite or adjacent walls with a total net area of not less than 1 square inch for every square foot of enclosed area. 5. The bottom of the openings shall be no higher than 1 foot above grade. 6. The openings may be screened or covered with other devices that will permit automatic entry and exit of floodwater. Fire sprinklers are required in this structure. ❑ This parcel is located within the California Department of Forestry and Fire•Protection area. Compliance with the attached CDF fire safe requirements will be necessary. ® All structures and equipment including overhangs shall be clear of all easements. A setback of Ifl . 'from the side and I Q 'from the rear property lines and 20 feet (25 feet if Federal Aid Route) from the edge of the right of way shall be clear of structures and equipment except for a 2 foot overhang. ® Expansive soil may be encountered on this site. This condition may require the foundation to be designed by a California registered engineer or licensed architect. Page 2 of 2 Owners Name: Building Permit Number: 01-049 7 Plans Examiner: Martha Christy acCess akid ari cluroprovec -dire d"v4-,,herr C,onrle.c*ier, qavetnmmuc low 1. Engineer or Architect shall identify on the plans when special inspection is required per Section 1701 of the Uniform Building Code, list the type of special inspection required and any special requirements for testing. 2. Plan check engineer will attach the "Special Inspection Note" form to the plans indicating which items will require special inspection. 3. Plan check engineer will notify applicant and list on the data sheet that approval of the special inspector is required prior to issuance of the building permit. 4. A preconstruction conference may be required by the Plan Check Engineer to review special inspection requirements and procedures. 5. The special inspector shall be employed by the owner, architect or engineer of record, but not by the contractor. 6. Prior to our approval of a special inspector, a resume and other information may be requested to verify the qualifications and certification of the special inspector. 7. Special inspectors shall submit reports to the Building Division stating that all items requiring special inspection and testing were fulfilled. Final report is to be submitted and approved prior to final inspection of building. In addition to the inspections required by the Uniform Building Code Section 108, a Special Inspection is required in this building in accordance with the Uniform Building Code Section 1701. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Building Division stating whether the work requiring special inspection was, to the best of his knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Building Division called inspections cannot be delegated to him, so inspections must also be made by Butte County. 5. Any change in special inspection firms made after permit issuance shall be approved by the Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special inspection is required for the following items: [ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). [ ]Structural Masonry [ l�ligh Strength Bolting [x]welding [ -Bolts installed in Concrete [ ]Other: December 1996 4.0 BUILDING CODE Chapter 31 SPECIAL CONSTRUCTION i 3101 — SCOPE lions of this chapter shall apply to special construction herein. 3102 — CHIMNEYS, FIREPLACES AND 3102.1 Scope. Chimneys, flues, fireplaces and barbecues, and - their connections, carrying products of combustion shall conform to the requirements of this section. 'r 31023 Definitions. BARBECUE is a stationary open hearth or brazier, either fuel Bred or electric. used for food preparation. CHIMNEY is a hollow shaft containing one or more passage- ways, vertical or nearly so, for conveying products of combustion to the outside atmosphere. CHIMNEY CLASSIFICATIONS: Chimney, High -heat Industrial Appliance -type, is a factory - built, masonry or metal chimney suitable for removing the prod- om of combustion from fuel-buming high -heat appliances producing combustion gases in excess of 2,000aF (1093aC) mea- sured at the appliance flue outlet. Chimney, Low -heal Industrial Appliance -type, is a factory - built. masonry or metal chimney suitable for removing the prod- ucts of combustion from fuel -burning low -heat appliances producing combustion gases not in excess of 1,0007 (538`C) un- der normal operating conditions but capable of producing com- bustion gases of 1,40VF (760aC) during intermittent forced firing Q for periods up to one hour. All temperature are measured at the jr[r�t appliance flue outlet. Chimney, Medium -heal Industrial Appliance-lypq is a factory -built masonry or metal chimney suitable for removing the qr products of combustion form fuel-buming medium -heat p appliances producing combustion gases not in excess of 2,0007 (1093`C) measured at the appliance flue outlet. Chimney, Residential Appliance -type, is a factory -built or masonry chimney suitable for removing products of combustion from residential -type appliances producing combustion gases not in excess of 1,0007 (538'C) measured at the appliance flue outlet. CHIMNEY CONNECTOR is the pipe or breeching that con- nects a fuel-buming appliance to a chimney. (See Mechanical Code. Chapter 9.) CHIMNEY, FACTORY -BUILT, is a chimney manufactured at a location other than the building site and composed of listed factory -built components assembled in accordance with the terms of the listing to form the completed chimney. CHIMNEY LINER is a lining material of fireclay or approved refractory brick. For recognized standards on fireclay refractory brick see Sections 3503 and 3504: ASTM C 27, Fireclay and High -Alumina Refractory Brick; or ASTM C 1261, Firebox Brick for Residential Fireplaces. FIREBRICK is a refractory brick. 3101 310218 FIREPLACE is a hearth and fire chamber or similar prepared place in which a rim may be made and which is built in conjunc- tion with a chimney. Factory -built Fireplace is a listed assembly of a fire chamber, its chimney and related factory -made pans designed for unit as- sembly without requiring field construction. Factory -built fire- places are not dependent on mortar -filled joints for continued safe use. Masonry Fireplace is a hearth and fire chamber of solid me- sonry units such as bricks, stones, masonry units or reinforced concrete provided with a suitable chimney. MASONRY CHIMNEY is a chimney of masonry units, bricks, stones or listed masonry chimney units lined with ap- proved flue liners. For the purpose of this chapter, masonry chim- neys shall include reinforced concrete chimneys. 3102.3 Chimneys, Ceneml. 3102.3.1 Chimney support Chimneys shall be designed, an- chored, supported and reinforced as required in this chapter and applicable provisions of Chapters 16, 18, 19. 21 and 22 of this code. A chimney shall not support any structural load other than its own weight unless designed as a supporting member. 3102.33 Conslmction. Each chimney shall be so constructed as to safely convey flue gases not exceeding the maximum tem- peratures for the type of concoction as set forth in Table 31-B and shall be capable of producing a draft at the appliance not less than that required for safe operation. 31023.3 Clearance. Clearance to combustible material shall be as required by Table 31-B. 31023.4 Lining. When required by Table 31•B. chimneys shall be lined with clay flue tile, firebrick. molded refractory units or other approved lining not less than 5/8 inch (15.9 mm) thick as set forth in Table 31-B. Chimney liners shall be carefully bedded in approved medium -duty refractory monar with close -fitting joints left smooth on the inside. Medium -duty fractory motor shall be in accordance with Sections 3503, 3504 and ASTM C 199. 3102.3.5 Area. The minimum net cross-sectional arca of the chimney flue for ftreplaies shall be determined in accordance with Figure 31-1. The minimum cross-sectional area shown or a flue size providing equivalent net cross-sectional area shall be used. The height of the chimney shall be measured from the fire- box floor to the top of the last chimney flue tile. Chimney passage- ways for low -heat chimneys and incinerators shall not be smaller in area than the vent connection on the appliance attached thereto or not less than that set forth in Table 31•A. EXCEPTION: Chimney pasageways designed by engineering methods approved by the building of ichl. 31023.6 Height and termination. Every chimney shall extend above the roof and the highest elevation of any pan of a building as shown in Table 31-B. For altitudes over 2,(170 feet (610 m), the building official shall be consulted in determining the height of the chimney. 3102.3.7 Cleanouts. Cleanout openings shall he provided within 6 inches (152 mm) of the base of every masunry chimney. 31023.8 Spark arrester. Where determined necessary by the building official due to local climatic conditions or where sparks escaping from the chimney would create a hazard, chimneys at - 1 -289 3102.3.8 3102.7.3 tached to any appliance or fireplace that burns solid fuel shall be equipped with an approved spark arrester. The net free area of the spark arrester shall not be less than four times the net free area of the outlet of the chimney. The spark arrester screen shall have heat and corrosion resistance equivalent to 0.109 -inch (2.77 mm) (No. 12 B.W. gage) wire, 0.042 -inch (1.07 mm) (No. 19 B.W. gage) gal- vanized wire or 0.022 -inch (0.56 mm) (No. 24 B.W. gage) stain- less steel. Openings shall not permit the passage of spheres having a diameter larger than 1/2 inch (12.7 mm) and shall not block the passage of spheres having a diameter of less than 3/8 inch (9.5 mm). Chimneys used with fireplaces or heating appliances in which solid or liquid fuel is used shall be provided with a spark arrester as required in the Fire Code. EXCEPTION: Chimneys that are located more than 200 feet (60 960 mm) from any mountainous, brush -covered or forest -covered land or land covered with flammable material and that are not attached to a structure having less than a Class C roof covering, as set forth in Chapter 15. 3102.4 Masonry Chimneys. 3102.4.1 Design. Masonry chimneys shall be designed and con- structed to comply with Sections 3102.3.2 and 3102.4.2. 3102.4.2 Walls. Walls of masonry chimneys shall be con- structed as set forth in Table 31-B. 3102.4.3 Reinforcing and seismic anchorage. Unless a spe- cific design is provided, every masonry or concrete chimney in Seismic Zones 2, 3 and 4 shall be reinforced with not less than four No. 4 steel reinforcing bars conforming to the provisions of Chap- ter 19 or 21 of this code. The bars shall extend the full height of the chimney and shall be spliced in accordance with the applicable re- quirements of Chapter 19 or 21. In masonry chimneys, the vertical bars shall have a minimum cover of 1/2 inch (12.7 mm) of grout or mortar tempered to a pouring consistency. The bars shall be tied horizontally at 18 -inch (457 mm) intervals with not less than 1/4 -inch -diameter (6.4 mm) steel ties. The slope of the inclined portion of the offset in vertical bars shall not exceed 2 units verti- cal in I unit horizontal (200% slope). Two ties shall also be placed at each bend in vertical bars. Where the width of the chimney ex- ceeds 40 inches (1016 mm), two additional No. 4 vertical bars shall be provided for each additional flue incorporated in the chimney or for each additional 40 inches (1016 mm) in width or fraction thereof. In Seismic Zones 2, 3 and 4, all masonry and concrete chimneys shall be anchored at each floor or ceiling line more than 6 feet (1829 mm) above grade, except when constructed completely within the exterior walls of the building. Anchorage shall consist Of two 3/16 -inch -by -1 -inch (4.8 mm by 25 mm) steel straps cast at least 12 inches (305 mm) into the chimney with a 180 -degree bend with a 6 -inch (152 mm) extension around the vertical reinforcing bars in the outer face of the chimney. Each strap shall be fastened to the structural framework of the building with two 1/2 -inch -diameter (12.7 mm) bolts per strap. Where the joists do not head into the chimney, the anchor strap shall be connected to 2 -inch -by -4 -inch (51 mm by 102 mm) ties crossing a minimum of fourjoists. The ties shall be connected to each joist with two 16d nails. As an alternative to the 2 -inch -by - 4 -inch (51 mm by 102 mm) ties, each anchor strap shall be con- nected to the structural framework by two 1/2 -inch -diameter (12.7 mm) bolts in an approved manner. 3102.4.4 Chimney offset. Masonry chimneys may be offset at a slope of not more than 4 units vertical in 24 units horizontal (16.7% slope), but not more than one third of the dimension of the chimney, in the direction of the offset. The slope of the transition 1-290 fro in 311 chc ani the 311 or, tha chi th; (3.. W1 cle me sh: loc set 31, 31 - fir. [h; spr 31, tot th, 31, ch in rat 31 an tw' an le, 31 31 ch fo ti, 31 fol so m: pl an 31 be sh W. a: le ex 3102.3.8 31 02.7.3 tached to any appliance or fireplace that burns solid fuel shall be equipped with an approved spark arrester. The net free area of the spark arrester shall not be less than four times the net free area of the outlet of the chimney. The spark arester screen shall have heat and corrosion resistance equivalent to O.109 -inch (2.77 mm) (No. 12 B.W. gage) wire. 0.042 -inch (1.07 mm) (No. 19 B.W. gage) gal- vanized wire or 0.022 -inch (0.56 mm) (No. 24 B.W. gage) stain- less steel. Openings sial; mut Powis the passsgc of spheres `.=visg a diameter larger than 1/2 inch (12.7 mm) and shall not block the passage of spheres having a diameter of less than 3/8 inch (9.5 mm). Chimneys used with fireplaces or heating appliances in which solid or liquid fuel is used shall be provided with a spark arrester as required in the Fire Code. EXCEPTION: Chimneys Ih.t case located mors than 200 feet (60 960 mm) from any i.-bmsb-.red or forest -mil land or land covered with nammahle mausial and au, are tar ..clod to a structure having less than a Clercs C ruufcovcring. a set forth in Chap., 15. 3IO2A Masonry Chimneys. 3102.4.1 Design. Masonry chimneys shall be designed and con- structed to comply with Sections 3102.3.2 and 3102.4.2. 3102.42 Walls. Walls of masonry chimneys shall be con- structed as set forth in Table 31-8. 3102.4.3 Reinforcing and seismic anchorage. Unless a spe- cific design is provided, every masonry or concrete chimney in Seismic Zona 2, 3 and 4 shall be reinforced with not las than four No. 4 steel reinforcing bars conforming to the provisions of Chap- ter 19 or 21 of this code. The bars shall extend the full height of the chimney and shall be spliced in accordance with the applicable re- quirements of Chapter 19 or 21. in masonry chimneys, the vertical bars shall have a minimum cover of 1/2 inch (12.7 mm) of grout of mortar tempered to a pouring consistency. The bars shall be tied horizontally a1 18 -inch (457 mm) intervals with not less than 1/4 -inch -diameter (6.4 mm) steel lies. The slope of the inclined portion of the offset in vertical bars shall act exceed 2 units verti- cal in I unit horizontal (200% slope). Two ties shall also be placed at each bend in vertical bars. Where the width of the chimney ex- ceeds 40 inches (1016 mm), two additional No. 4 vertical bars shall be provided for each additional flue incorporated in the chimney or for each additional 40 inches (1016 mm) in width or traction thereof. In Seismic Zones 2, 3 and 4, all masonry and concrete chimneys shall be anchored at each floor or ceiling line more than 6 feet (1829 mm) above grade, except when constructed completely within the exterior walls of the building Anchorage shall consist of two 3/16•inch-by-1-inch (4.8 Into by 25 mm) steel straps cast at least 12 inches (305 mm) into the chimney with a 180 -degree bend with a 6 -inch (152 mm) extension around the vertical reinforcing bars in the outer face of the chimney. Each strap shall be fastened to the structural framework of the building with two 1/2 -inch -diameter (12.7 mm) bolts per strap. Where the joists do not head into the chimney, the anchor strap shall be connected to 2 -inch -by -4 -inch IS mm by 102 mm) ties crossing a minimum of four joists. The ties shall be connected to each joist with two 16d nails. As an alternative to the 2-ineb-by. 4 -inch (51 Into by 102 mm) tics, each anchor strap shall be con- nected to the structural framework by two 1/2 -inch -diameter (12.7 mm) bolts in an approved manner. 3102.4.4 Chimney offset. Masonry chimneys may be offset at a slope of not more than 4 units vertical in 24 units horizontal (16.79 slope), but not more than one third of the dimension of the chimney. in the direction of the offset. The slope of the transition 1-290 1997 UNIFORM BUILDING CODE from the fireplatt to the chimney shall not exceed 2 snit, vertical in 1 unit horizontal (2009 slope). 3102.45 Change in sire or shape. Masonry chimneys shall not change in size or shape within 6 inches (152 mm) above or below any combustible floor, ceiling or roof component penetrated by the chimney. 3102.4.6 Separation of masonry chimney passageways. Two or more flues in a chimney shall be separated by masonry nm les♦ than 4 inches (102 mm) thick bonded into the masonry wall of the chimney. 3102.4.7 Inlets. Every inlet to any masonry chimney shall enter the side thereof and shall not be of less than t/g-inch-thick (3.2 mm) metal or 1/8 -inch -Nick (15.9 mm) refractory material Where there is no other opening below the inlet other than the cleanout. a masonry plug shall be constructed in the chimney tsar more than 16 inches (406 mm) below the inlet and the cleanam shall be located where it is accessible above the plug. If the plug is located less than 6 inches (152 mm) below the inlet, the inlet tray wive as the cleanout. 31025 Factory -built Chimneys and Fireplaces. 31025.1 General. Factory -built chimneys and factory-buik fireplaces shall be listed and shall be installed in accordance with the terms of their listings and the manufacturer's instructions a specified in the Mechanical Code. 310252 Hearth extensions. Hearth extensions of listed foo- tory-built fireplaces shall conform to the conditions of listing xld the manufacturer's installation instructions. 31025.3 Multiple venting in vertical shafts. Factory4xt3 chimneys utilized with listed factory -built fireplaces may be and in a common vertical shaft having the required fire-raistanm rating. 3102.6 Metal Chimneys. Metal chimneys shall be commuted and installed to meet the requirements of the Mechanical Code,' Mctal chimneys shall be anchored at each floor and roofJaJrl; m two 11/2 -inch -by -t/8 -inch (38 mby 3.2 mm) metal straps W -PO around the outside of the chimney installation and nailed with ad less than six 8d nails per strap at each joist. 3102.7 Masonry and Concrele Fireplaces and Barbeccid�.4 3102.7.1 General. Masonry fireplaces, barbecues. 111010 chambers and fireplatt chimneys shall be of masonry or rc* forced concrete and shall conform to the requirements of this 00. tion. 3102.72 Support Masonry fireplaces shall be wpp� foundations designed as specified in Chapters 16, 18 and 2t. When an approved design is not provided. foundations for sonry and concrete fireplaces shall not be less than 1-' ion mm) thick, extend trot less than 6 inches (152 mm) outside the place wall and project below the natural ground surface Ica ante with the depth of foundations set forth in Table IS•IL, 3102.7.3 Fireplace walls. Masonry walls of fireplaces skA be less than 8 inches (203 mm) in thickness. Walls of so shall not be less than 10 inches (2.54 mm) in thickness, e where a lining of firebrick is used, such walls shall nes be M9 a total of 8 inches (203 mm) in thickness. The firebox sh+0 less than 20 inches (508 mm) in depth. Joints in firebrick exceed 1/4 inch (6.4 mm). EXCEPTION: Fm Rumf.0 fineplaces, the dsplh m+7 a to 12 inches (305 mm) when 1. The depth is at Isav one IhiN the width of the faspld i, Ti: h i C.- 3102.3.8 31 02.7.3 tached to any appliance or fireplace that burns solid fuel shall be equipped with an approved spark arrester. The net free area of the spark arrester shall not be less than four times the net free area of the outlet of the chimney. The spark arester screen shall have heat and corrosion resistance equivalent to O.109 -inch (2.77 mm) (No. 12 B.W. gage) wire. 0.042 -inch (1.07 mm) (No. 19 B.W. gage) gal- vanized wire or 0.022 -inch (0.56 mm) (No. 24 B.W. gage) stain- less steel. Openings sial; mut Powis the passsgc of spheres `.=visg a diameter larger than 1/2 inch (12.7 mm) and shall not block the passage of spheres having a diameter of less than 3/8 inch (9.5 mm). Chimneys used with fireplaces or heating appliances in which solid or liquid fuel is used shall be provided with a spark arrester as required in the Fire Code. EXCEPTION: Chimneys Ih.t case located mors than 200 feet (60 960 mm) from any i.-bmsb-.red or forest -mil land or land covered with nammahle mausial and au, are tar ..clod to a structure having less than a Clercs C ruufcovcring. a set forth in Chap., 15. 3IO2A Masonry Chimneys. 3102.4.1 Design. Masonry chimneys shall be designed and con- structed to comply with Sections 3102.3.2 and 3102.4.2. 3102.42 Walls. Walls of masonry chimneys shall be con- structed as set forth in Table 31-8. 3102.4.3 Reinforcing and seismic anchorage. Unless a spe- cific design is provided, every masonry or concrete chimney in Seismic Zona 2, 3 and 4 shall be reinforced with not las than four No. 4 steel reinforcing bars conforming to the provisions of Chap- ter 19 or 21 of this code. The bars shall extend the full height of the chimney and shall be spliced in accordance with the applicable re- quirements of Chapter 19 or 21. in masonry chimneys, the vertical bars shall have a minimum cover of 1/2 inch (12.7 mm) of grout of mortar tempered to a pouring consistency. The bars shall be tied horizontally a1 18 -inch (457 mm) intervals with not less than 1/4 -inch -diameter (6.4 mm) steel lies. The slope of the inclined portion of the offset in vertical bars shall act exceed 2 units verti- cal in I unit horizontal (200% slope). Two ties shall also be placed at each bend in vertical bars. Where the width of the chimney ex- ceeds 40 inches (1016 mm), two additional No. 4 vertical bars shall be provided for each additional flue incorporated in the chimney or for each additional 40 inches (1016 mm) in width or traction thereof. In Seismic Zones 2, 3 and 4, all masonry and concrete chimneys shall be anchored at each floor or ceiling line more than 6 feet (1829 mm) above grade, except when constructed completely within the exterior walls of the building Anchorage shall consist of two 3/16•inch-by-1-inch (4.8 Into by 25 mm) steel straps cast at least 12 inches (305 mm) into the chimney with a 180 -degree bend with a 6 -inch (152 mm) extension around the vertical reinforcing bars in the outer face of the chimney. Each strap shall be fastened to the structural framework of the building with two 1/2 -inch -diameter (12.7 mm) bolts per strap. Where the joists do not head into the chimney, the anchor strap shall be connected to 2 -inch -by -4 -inch IS mm by 102 mm) ties crossing a minimum of four joists. The ties shall be connected to each joist with two 16d nails. As an alternative to the 2-ineb-by. 4 -inch (51 Into by 102 mm) tics, each anchor strap shall be con- nected to the structural framework by two 1/2 -inch -diameter (12.7 mm) bolts in an approved manner. 3102.4.4 Chimney offset. Masonry chimneys may be offset at a slope of not more than 4 units vertical in 24 units horizontal (16.79 slope), but not more than one third of the dimension of the chimney. in the direction of the offset. The slope of the transition 1-290 1997 UNIFORM BUILDING CODE from the fireplatt to the chimney shall not exceed 2 snit, vertical in 1 unit horizontal (2009 slope). 3102.45 Change in sire or shape. Masonry chimneys shall not change in size or shape within 6 inches (152 mm) above or below any combustible floor, ceiling or roof component penetrated by the chimney. 3102.4.6 Separation of masonry chimney passageways. Two or more flues in a chimney shall be separated by masonry nm les♦ than 4 inches (102 mm) thick bonded into the masonry wall of the chimney. 3102.4.7 Inlets. Every inlet to any masonry chimney shall enter the side thereof and shall not be of less than t/g-inch-thick (3.2 mm) metal or 1/8 -inch -Nick (15.9 mm) refractory material Where there is no other opening below the inlet other than the cleanout. a masonry plug shall be constructed in the chimney tsar more than 16 inches (406 mm) below the inlet and the cleanam shall be located where it is accessible above the plug. If the plug is located less than 6 inches (152 mm) below the inlet, the inlet tray wive as the cleanout. 31025 Factory -built Chimneys and Fireplaces. 31025.1 General. Factory -built chimneys and factory-buik fireplaces shall be listed and shall be installed in accordance with the terms of their listings and the manufacturer's instructions a specified in the Mechanical Code. 310252 Hearth extensions. Hearth extensions of listed foo- tory-built fireplaces shall conform to the conditions of listing xld the manufacturer's installation instructions. 31025.3 Multiple venting in vertical shafts. Factory4xt3 chimneys utilized with listed factory -built fireplaces may be and in a common vertical shaft having the required fire-raistanm rating. 3102.6 Metal Chimneys. Metal chimneys shall be commuted and installed to meet the requirements of the Mechanical Code,' Mctal chimneys shall be anchored at each floor and roofJaJrl; m two 11/2 -inch -by -t/8 -inch (38 mby 3.2 mm) metal straps W -PO around the outside of the chimney installation and nailed with ad less than six 8d nails per strap at each joist. 3102.7 Masonry and Concrele Fireplaces and Barbeccid�.4 3102.7.1 General. Masonry fireplaces, barbecues. 111010 chambers and fireplatt chimneys shall be of masonry or rc* forced concrete and shall conform to the requirements of this 00. tion. 3102.72 Support Masonry fireplaces shall be wpp� foundations designed as specified in Chapters 16, 18 and 2t. When an approved design is not provided. foundations for sonry and concrete fireplaces shall not be less than 1-' ion mm) thick, extend trot less than 6 inches (152 mm) outside the place wall and project below the natural ground surface Ica ante with the depth of foundations set forth in Table IS•IL, 3102.7.3 Fireplace walls. Masonry walls of fireplaces skA be less than 8 inches (203 mm) in thickness. Walls of so shall not be less than 10 inches (2.54 mm) in thickness, e where a lining of firebrick is used, such walls shall nes be M9 a total of 8 inches (203 mm) in thickness. The firebox sh+0 less than 20 inches (508 mm) in depth. Joints in firebrick exceed 1/4 inch (6.4 mm). EXCEPTION: Fm Rumf.0 fineplaces, the dsplh m+7 a to 12 inches (305 mm) when 1. The depth is at Isav one IhiN the width of the faspld 31oz.3.9 31027.3 lathed to any appliance or fireplace that burns solid fuel shall be equipped with an approved spark arrester. The net free area of the spark arrester shall not be less than four times the net free arca of the outlet of the chimney. The spark arrester screen shall have heat and corrosion resistance equivalent to 0.109 -inch (2.77 men) (No. 12 B.W. gage) wire, 0.012 -inch (1.07 mm) (No. 19 B.W. gage) gal- vanized wire or 0.022 -inch (0.56 mm) (No. 24 B.W. gage) mai,. less steel. Openings shall not permit thr passage of spheres hat=g a diameter larger than t/1 inch (12.7 mm) and shall trot block the passage of spheres having a diameter of less than 7/g inch (9.5 mm). Chimneys used with fireplaces or heating appliances in which solid or liquid fuel is used shall be provided with a spark arrester as required in the Fire Code. FACEPffON: Chimnys tba. are bated more Chao 700 feet (60 960 mm) flany mountai— Mahcavered « foreamxred land or land covered with Oammable maurial and aur arc rot ra amxta-d o structure having less aua Class C roof covering, a art forth in Chapter 15. 3102.4 Masonry Chimneys. 3102.4.1 Design. Masonry chimneys shall be designed and con- structed to comply with Sections 3102.3.2 and 3102.4.2. 3102.42 Walls. Walls of masonry chimneys shall be con- structed as set forth in Table 31.B. 3102.4.3 Reinroming and seismic anchorage. Unless a spe. cific design is provided. every masonry or concrete chimney in Seismic Zones 2, 3 and 4 shall be reinforced with trot less than tour No. 4 steel reinforcing bars conforming to the provisions of Chap- ter 19 or 21 of this code. The bars shall extend the full height of the chimney and shall be spliced in axordanm with the applicable m. quiremenls of Chapter 19 or 21. In masonry chimneys, the vertical bars shall have a minimum cover of 1/2 inch (12.7 mm) of grout or mortar tempered to a pouring consistency. The ban shall be tied horizontally at 18 -inch (457 mm) intervals with not less than 1/4 -inch -diameter (6.4 mm) steel ties. The slope of the inclined portion of the offset in vertical ban shall not exceed 2 units verti- cal in I unit horizontal (200% slope). TWO ties shall also be placed at each bend in vertical ban. Where the width of the chimney ex- eads 40 inches (1016 mm), two additional No. 4 vertical ban shall be provided for each additional flue incorporated in the chimney or for each additional 40 inches (1016 mm) in width or fraction thereof. In Seismic Zones 2.3 and 4, all masonry and concrete chimneys shall be anchored a1 each floor or ceiling line more than 6 feet (1829 mm) above grade, except when constructed completely within the exterior walls of the building. Anchorage shall consist Of two 7/16 -inch -by -I -inch (4.8 mm by 25 mm) steel simps cast at least 12 inches (305 mm) into the chimney with a 180 -degree bend with a 6 -inch (152 mm) extension around the vertical reinforcing bars in the outer face of the chimney. Each strap shall be fastened to the structural framework of the building with two 1h -inch -diameter (12.7 mm) bolts per strap. Where the joists do not head into the chimney, the anchor strap shall be connected to 2 -inch -by -1 -inch (51 mm by 102 mm) ties crossing a minimum of tourjoists. The ties shall be connected to each joist with two 16d nails. As an alternative to the 2 -inch -by - 4 -inch IS I mm by 102 mm) lies each anchor strap shall be con- nected to the structural framework by two 1/,.inch-diameter (I2.7 mm) bolts in an approved manner. 3102.4.4 Chimney offset. Masonry chimneys may be offset at a slope of not more than 4 units vertical in 24 units horizontal (16.7% slope), but not more than one third of the dimension of the chimney, in the direction of the offset. The slope of the transition t-290 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM, ELEVATION CERTIFICATE Important, Read the Instructions on oases 1 - 7. O.M.B. No. 3067-0077 Expires July 31, 2002 SECTION A - PROPERTY OWNER INFORMATION • i For. insurance ComoanyUse;: BUILDING OWNER'S NAME � Policy, Number; 114Y2-10 Cf2o TTl X87 BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No,) OR P.O. ROUTE AND BOX NO. i. Company.NAICNumber /V /K x C TY 0U fl -H -1-f- / STATE / ZIP CODES 9 3 8 PROPERTY DESCRIPTION (Lot �}d Block Num rsTax Parcel Number, :.egal Description, etc.) /9/�/V 46-40—n d-4O o 0 BUILDING USE (e.g., Resi entlal, Non-residential, Addition, Accessory, etc. Use Comments section if necewary.) .S /%J E:F-N T/ +1- _ LATITUDE/LONGITUDE (OPTIONAL)HORIZONTAL DATUM: SOURCE: L—i GPS ('type): ( $W - ##' • ##.W. or ##.ate###°) -XI NAD 1927 1_I NAD '. 983 i—j USGS'Ouad Map I I Other.___ SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NF IP COMMUNITY NAME & COMMUNI'T' NUMBER B2. COUNTY NAME B3. STATE P�UiTe-�O., �i4. /�y�o.�A. t4a& i3077a <f-/4-L/F B4. MAP AND PANEL B5. SUFFIX B6: FIRM INDEX B7. FIRM PANEL B8. FLOOD 89. BASE FLOOD ELEVATION(S) NUMBER G DATEA EFFECTIVE/REVISED DATE ZONE(S) (Zone AO, use depth of flooding) Uboo/-7—vSZb JOAIE 6 /98 Ae- /7.5,0 .. iv. u,anww u,v -U1 VLl V= cUaao f IVVU CICVULlulI torr-) Uala or oase noon aepm emerea In Ca. FIS Profile [_j FIRM L-1 Community Determined Other (Describe):., B11. Indicate the elevation datum used for the BFE in B9:J>-4 NGVD 1929 �_� NAVD 1988 1-1 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? 1-1 Yes IX No Designation Date: SECTION •G- BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 1Construotion Drawings' �—JBuiiding Under Construction' I_jFintshed Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number —'(Select the building diagram most similar to the building for which this certificate is being completed -see pages 6 and 7. If no dlagram accurately represents the building, provide a'sketch or photograph.) C3. Elevations - Zones Al -A30; AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, AR/A, ARIAE, AR/A1-A30, AR/AH, AR/AO Complete Items C3a-i below according to the building diagram specified'in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convertthe datum to that used for the BFE. Show fleld measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, -as appro riate, to document the datum conversion. Datum Conversion/Comments F3 U T TC Co rJ N T Y 12, 4 T/4 Elevation reference mark used Does the elevation reference _ a * 1 Z J mark us9d appear on the FIRM? j _j Yes Y No O a) Top of bottom floor (including basement or enclosure) / 7 6 U ft.(I f,) Q b) Top of next higher floor /A S. U ft (;) Q�O� �O�� 0 c) Bottom of lowest horizontal structural member (V zones only) N /i4 ft �I.„) $$SS/ . 0 d) Attached garage (top of slab) 176. 0 e) Lowest elevation of machinery and/or equipment` '` servicing the building' / $ 5 U ft.(Ir,) W y CC .0 .0 )Lowest adjaceRttgrade .(LAG). _ l'7 foz a ft.(Ir) 5 g) Highest adjacent grade (HAG) (-7 6 0 7 O h,) No. of= permarierrt'openings.(flood vents) within'1 R above adjacent grade N/-4% § t p •0 .i) Total area of all permanent openings (flood vents) in C3h O O s In. J • • ; C/ �/ - 'SECTION D'= SURVEYOR, ENGINEER,,OR ARCHITECTCERTIFICATION f t t This certIficatioh.is to be sighed and sealed'bj'- a -land surveyor, engineer, or architect authorized by law to certify. elevation 1 certlly,'that the information in Sectlons'A, .8,-an'rl "C on th/s ceiUficate represents my best e/forts to' interpret the data avails 1. F understand that an false statement ma . be punishable . -b . fine or im nsonmenf.underlB.0 S' Code Sectf; 1 er — V/ e- FFAAA Fnrm Al 11 AI if: QA �i Cs 6r 2, : • ., ,' i LICENSE'NUMBER -T - iw ER COMPANY NAME , S'/ Ei2/LF� S . U r2 V E Y /N G) Clrr ,�A OISL STATE DATE-ELEPH NE 9 7 7-� ZS' i ” 3 CFt= RF1/FRRF RIIIF PnP r.r1N-nNl I4TIr1N RFPI Ar FC Al i 0QF1/Irll LC Fr1iT1r1ALC IMPORTANT: In these spaces, copy the corresponding information from Section A. f: For insurance Comoany.Use: BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO I Policy, Number CITY STATE 2:P CODE i' ComoanvNAIC:Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFiCA_TiON (CONTINUED) Copy both sides of this Elevation .Certificate for (1) community official, (2) insurance agenticompe,R,y, and (3) building owner. COMMENTS I._1 Check here If attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO and ZONE A (WITHOUT BFE For Zone AO and Zone A (without BFE), complete items E1 through E3. If the Elevation Certifrcats Is intended for use as supporting information for a LOMA or LOMR-F, Section C' must be completed. E1. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is 1-1-1 ft.(m) 1-1-1in.(cm) 1-1 above or 1-1 below (check one) the highest adjacent grade. E3. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? j_j Yes j_j No 1-1 Unknown. The local official must certify this information in Section G. • SECTION F PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPT10NAi-) The local official who is authorized by law or ordinance to administer the community s floodplain management ordinance can complete Sectlons.A, B, C (or E). and G of this Elevation Certtflcate. Complete the applicable item(s) and sign below. G1. 1_1 The Information In Section C was taken from other documentation that has been signed :ind embossed by a licensed surveyor, engineer, or architect who Is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. 1_1 A community official completed Section E for a building located in Zone A (without a FEMA; -issued or community -issued BFE) or Zone AO. G3. 1-j The following information (Items G4 -G9) is provided for community floodplain management purposes. e,r G6. DATE CERTIFICATE ISSUED G7. This permit has been issued for. 1_1 New Construction 1_1 Substantial Improvement G8. Elevatlon.of as -built lowest floor (Including basement) of the building is: G9. BFE or (in Zone AO) depth of flooding at the building site is: W1811 — ft. (m) I_I Check here if attachments FEMA Fnrm A9��1 AI Ir QQ RG'oi Ar`r'C nl t ooc�ilni iC r_.nTin^IC TIC APPLIED TESTING CONSULTANTS MATERIALS•.ENGINEERING TESTING AND INSPECTION August 7, 2601 Mario Crotti 9197 Goodspeed Street Durham, CA 95938 Re: Crotti Residence Building Pad Gentlemen: We have completed compaction testing on the new Crotti Residence building pad for located at the end of Nikki Creek Rd in Durham, CA.. The building pad was .. _ constructed entirely out of an imported Silty Sand material ' with approximately three feet of engineered fill. The pad was monitored and tested at approximately 18" intervals including finish pad grade. The nuclear density test data sheet and moisture density curve per ASTM 1557 are attached.. Based on the test data compiled on this project and witnessing the earthwork operations, we certify per Article 3, sections 6735.5 and 6735.6a of the Business and professions Code that the pad was properly moisture conditioned and compacted.in accordance with chapters 18 and 33 of the .1997 Uniform Building Code. Applied Testing Consultants is not a licensed surveyor. We do not, verify or, certify grades or elevations. Test elevations are derived from information provided by the contractor and/or the client. Applied Testing Consultants is not the foundation design engineer for this project. Designs for consolidation, differential settlement and bearing on fill materials are*, by others. Please call if you have any questions regarding our Very truly yours, APPLIED TESTING C SULTANTS Brad Forsythe Vice President Director of Operations o4escribed above. 450 s Charles`s Roberts Staff Engineer l� i �-TE �. � lG DEPN� Sµ.V 1.. 3060 Thorntree Drive, Ste. 10 • Chico, CA 95973 • Telephone: (530) 891-6625 Facsimile: (530) 891-4243 -2ATCAPPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TESTING AND INSPECTION Nuclear Densitv Testing Rpnnrt par ncrnn -Irr,7 Client: Mario Crotti Address: 9197 Goodspeed St. #6 City, state: Durham, CA 95938 Attn:. Mario Crotti Project: Crotti Residence Soil Description: Imported (Brown Silty Sand) Report Seq. No. 2 Page: 1 of 1 Date: 7/31/01 Tech: M. Haydon Gauge # CALIBRATION DATA: Density Std.: Moisture Std.: Density Xi : Moisture Xi Compaction Equipment: Req'd % Compaction Curve No.: T-1 Max Dry Density; 117.2 Opt. Moist. Content: 15.7 90% Test # Test Depth Location: Building Pad Elev. Wet Density H2O Density Dry Density Moisture Content % Comp. lResults 4 8" Northwest Corner of Building Pad FPG 1 131.4 18.1 113.3 16.0 97% PASS 518" Center of Building Pad FPG 132.7 18.8 113.9 16.5 98% PASS 6 8" Southeast Corner of Building Pad FPG 126.4 16.41 110.0 14.9 94% PASS REPORT: Arrived at jobsite at 0645 hrs. to perform compaction testing of the Building Pad. Performed 3 nuclear density tests at random locations, as indicated above. A sample of the material was obtained and returned to the laboratory for a moisture density curve. At the completion of the curve, all 3 test results indicate at least 90% relative compaction. G D;-:PAit • f . . Pir-r-ROV"EL" Copies to: Reviewed by: 3060 Thorntree Drive, Ste. 10 • Chico, CA 95973 - Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 APPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TESTING AND INSPECTION Nuclear Density Testinq Report Per ASTM 1557 Client: Mario Crotti Address: 9197 Goodspeed St. #6 City, State: Durham, CA 95938 Attn: Mario Crotti Project: Crotti Residence Soil Description: Imported (Brown Silty Sand) Report Seq. No. 1 Page: 1 of 1 Date: 7/30/01 Tech: M. Haydon Gauge # CALIBRATION DATA: Density Std.: Moisture Std.: Densitv Xi : Moisture Xi Compaction Equipment: Req'd % Compaction Curve No.: T-1 Max Dry Density: 117.2 Opt. Moist. Content: 15.7 90% Test # Test Depth I Location: Building Pad Elev. Wet Density H2O Density Dry Densi Moisture Content Comp. lResults 1 8" So. Edge of Pad FPG -1.5' 127.4 14.7 112.7 13.1 97% PASS 218" Center of Pad FPG -1.5' 131.2 16.7 114.5 14.6 98% PASS 3 8" NE Corner of Pad FPG -1.5' 131.3 16.1 115.1 14.0 99% PASS REPORT: Arrived at jobsite at 1415 hrs. to perform compaction testing of the Building Pad. Performed 3 nuclear density tests at random locations, as indicated above. A sample of the material was obtained and returned to the laboratory for a moisture density curve. At the completion of the curve, all 3 test results indicate at least 90% relative compaction. JU I—TE U.t APPROV"ED Copies to: Reviewed by: 3060Thomtree Drive, Ste. 10 • Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 APPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TESTING AND INSPECTION ASTM 1557 Moisture/Density Curve Client: Address: City, State Zip: Attn: Project: Soil Description: Sample location: Sample depth: Trial No: Water Added Gross compacted wt: Container Tare: Net compacted wt: Wet density, pcf: Dry density, pcf; Pan No: Gross wet wt: Gross dry wt: Pan tare: Net dry wt: Moisture loss: % Moisture Content: Mario Crotti, 9197 Goodspeed St. #6 Durham, CA 95938 Mario Crotti Crotti Residence Imported (Brown Silty Sand) Building Pad N/A 1 1 2 3 4 0 100 200 7218 7345 7225 2724 2724 2724 4494 4621 4501 132.1 135.9 132.3 115.4 117.0 112.5 1 1 -T7 3 4 957.7 958.2 853.1 847.5 836.6 737.4 88.3 84.1 80.6 759.2 752.5 656.8 110.21 121.6 115.7 14.5%1 16.2% 17.6% Sample No: T-1 Date: 31 -Jul -01 Tech: B. Carter Sample Weight: 15,000 grams Rock Correction' ASTM D4718 Total sample wt: +314 rock wt: % of +314 rock: Specific Gravity of +3/4: Rock adj. density: 118.0 117.0 c 116.0 115.0 V 114.0 O 113.0 112.0 4 ,� ,t-yf"t r ry _• 13.0% 14.0% 15.0% 16.0% 17.0% `"18:0'/0. 19.0% Moisture Content (% of dry weight) 0&pROV ®li EW Max density from curve: 117.2 Max adjusted density: I i 1.2 pcf Optimum moisture: This test was performed per ASTM 1557 Reviewed by: 3060 Thorntree Drive, Ste. 10 •Chico, CA 95973 •Telephone: (530) 891-6625 •Facsimile: (530) 891-4243 f CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page i CF -1R Project Title........... The.Crotti Residence _ Date.,03./.0.9/01 12:21:43 Project Addr-ess......... Lot 3 Nikki Creek Lane ******* Durham *v5.10* 1 - Documentation Author... Marty Runnells ******* Buil n Permit Energy Calculation Services •�Cj •0 1907 Mangrove Avenue, Suite E Pla�c�-Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File -01063S Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2602 SF. Residence GENERAL INFORMATION FENESTRATION Over - Conditioned Floor Area..... 2602 sf Area U- Building Type .............. Single Family Detached hang/ Orientation Construction Type ......... New Value SHGC Shading Building Front Orientation. Front Facing 180 deg (S) (SE) Number of Dwelling Units... 1 0.400 Standard Standard Number of Stories.......... 2 Front (SE) 18.5 Floor Construction Type.... Raised Floor Standard None Glazing Percentage......... 22.8 % of floor area 0.420 Average Glazing U -value.... 0.45 Btu/hr-sf-F Standard None Window Average Glazing SHGC....... 0.43 18.5 0.420 0.400 Average Ceiling Height..... 9.5 ft None Door Front BUILDING SHELL INSULATION 13.3 0.550 Component Frame Cavity Sheathing Total Assembly Window Type Type R -value R -value R -value U -value Location/Comments Wall n/a R-19 R-n/a R-19 0.065 PLAN FRONT (SW) 16.5 0.420 0.400 FRONT -RIGHT Standard None Window Front FRONT -LEFT, LEFT 16.5 0.420 0.400 Standard BACK, BACK -LEFT None Window Front (S) BACK -RIGHT, RIGHT Door n/a R-0 R-n/a R-0 0.330 ENTRY Roof n/a R-30 R-n/a R-30 0.031 TO ATTIC Floor n/a R-19 R-n/a R-19 0.037 RAISED FLOOR FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) Value SHGC Shading Shading Fins Window Right (SE) 16.5 0.420 0.400 Standard Standard None Window Front (SE) 18.5 0.420 0.400 Standard Standard None Window Front (S) 18.5 0.420 0.400 Standard Standard None Window Front (SW) 18.5 0.420 0.400 Standard Standard None Door Front (S) 13.3 0.550 0.650 Standard Standard Yes Window Front (SW) 12.3 0.420 0.400 Standard Standard None Window Front (SW) 16.5 0.420 0.400 Standard Standard None Window Front (SE) 16.5 0.420 0.400 Standard Standard None Window Front (S) 16.5 0.420 0.400 Standard Stan(a=rd 1 None Window Front (SW) 16.5 0.420 0.400 Standard Sta-Adard None Window Front (SW) 16.7 0.420 0.400 Standard Standard None� Window Left (W) 18.5 0.420 0.400 Standard tandar"d �t�� o e CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R Project Title.......... The Crotti Residence Date..03/09/01 12:21:43 MICROPAS5 v5.10 File -01063S Wth-CTZllS92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2602 SF. Residence FENESTRATION aurm couwf* %J-911MING DEPARI MP, Over - Area U- - Interior - Exterior hang/ Orientation (sf) Value SHGC Shading Shading Fins Window Left (W) 6.0 1.280 0.830 Standard Standard _ None Window Left (W) 32.9 0.420 0.400 Standard Standard None Door Left (W) 18.0 0.550 0.650 Standard Standard Yes Window Left (W) 6.0 1.280 0.830 Standard Standard None Window Left (W) 32.9 0.420 0.400 Standard Standard None Window Left (NW) 12.3 0.420 0.400 Standard Standard None Window Left (NW) 16.5 0.420 0.400 Standard Standard None Window Back (N) 12.0 0.420 0.400 Standard Standard None Door Back (N) 20.0 0.550 0.650 Standard Standard None Window Back (N) 3.0 0.510 0.670 Standard Standard None Window Back (N) 48.0 0.420 0.400 Standard Standard None Window Back (NE) 16.5 0.420 0.400 Standard Standard None Window Back (NE) 16.5 0.420 0.400 Standard Standard None Window Back (N) 8.0 0.420 0.400 Standard Standard None Window Back (N) 16.5 0.420 0.400 Standard Standard None Window Right (E) 36.0 0.420 0.400 Standard Standard None Window Right (E) 11.5 0.420 0.400 Standard Standard None Window Right (E) 32.9 0.420 0.400 Standard Standard None Window Right (E) 16.5 0.420 0.400 Standard Standard None Window Right (E) 16.5 0.420 0.400 Standard Standard None Window Right (E) 16.5 0.420 0.400 Standard Standard None HVAC SYSTEMS Minimum Duct Duct Tested Duct ACCA Thermostat Equipment Type Efficiency Location R -value Leakage Manual D Type Gas 0.800 AFUE Attic R-4.2 No No Setback ACSplit 10.00 SEER Attic R-4.2 No No Setback WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value Storage Gas Standard 1 .58 50 R- n/a REMARKS aurm couwf* %J-911MING DEPARI MP, CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page'3 CF -1R Project Title ....... Ciotti Residence Date::03/09/01-12:21:4.3 MICROPAS5 v5.10 File -01063S Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2602 SF. Residence COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations tc implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER Name.... Company. Address. Phone... License. ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed. ate DOCUMENTATION AUTHOR Name.... Marty Runnells Company. Energy Calculation Services Address. 1907 Mangrove Avenue, Suite E Chico, CA 95926 Phone... 530-894-8466 rr� Signed.. ate twm C* -P Jk" V 31 MANDATORY MEASURES CHECKLIST: RESIDENTIAL' Page 1 MF -1R Project Title.......... The Crotti Residence Date..03/09/01 12:21:43 Project Address........ Lot 3 Nikki Creek Lane ******* Durham .*v5.10* Documentation Author... Marty Runnells ******* Energy Calculation Services 1907 Mangrove Avenue, Suite E Chico, CA 95926 530-894-8466 Climate Zone........... 11 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File -010635 Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2602 SF. Residence Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES Design- Enforce- er ment *150(a): Minimum R-19 ceiling insulation. 150(b): Loose fill insulation manufacturer's labeled R -Value. *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). *150(d): Minimum R-13 raised floor insulation in framed floors. 150(i): Slab edge insulation - water absorption rate no greater than 0.30, water vapor transmission rate no greater than 2.0 perm/inch. 118: Insulation specified or installed meets CEC quality standards. Indicate type and form. 116-17: Fenestration Products, Exterior Doors and Infiltration/ exfiltration controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -value, certified solar heat gain coefficient, and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. V A)4& in i 150(f): Special infiltration barrier installed to comply with Sec. 151 meets Commission quality standards. /A 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. tt'1� F 9 Bui ing Permit Plan Check Date Field Check/ Date Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File -010635 Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2602 SF. Residence Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES Design- Enforce- er ment *150(a): Minimum R-19 ceiling insulation. 150(b): Loose fill insulation manufacturer's labeled R -Value. *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). *150(d): Minimum R-13 raised floor insulation in framed floors. 150(i): Slab edge insulation - water absorption rate no greater than 0.30, water vapor transmission rate no greater than 2.0 perm/inch. 118: Insulation specified or installed meets CEC quality standards. Indicate type and form. 116-17: Fenestration Products, Exterior Doors and Infiltration/ exfiltration controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -value, certified solar heat gain coefficient, and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. V A)4& in i 150(f): Special infiltration barrier installed to comply with Sec. 151 meets Commission quality standards. /A 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. tt'1� F 9 MANDATORY MEASURES CHECKLIST: RESIDENTIAL' Page 2 MF -1R Project Title.......... The Crotti Residence Date..03/09/01 12:21:43 MICROPAS5 v5.10 File -01063S Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2602 SF. Residence SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES Design- Enforce- er ment 110-113: HVAC equipment, water heaters, showerheads and / faucets certified by the Commission. ✓ 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. 150(i): Setback thermostat on all applicable heating and/or cooling systems. 150(j): Pipe and Tank insulation 1. Storage gas water heaters rated with an Energy Factor of less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non - recirculating systems, insulated (R-4 or greater). 3. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water system. 5. Cooling system piping below 55 degrees insulated. 6. Piping insulated between heating source and indirect / hot water tank. ✓ *150(m): Ducts and Fans 1. All ducts and plenums constructed, installed, in- sulated, fastened, and sealed to comply with the ICBO 1997 UMC sections 601 and 603; ducts insulated to a minimum installed R-4.2 or ducts enclosed entirely within conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant or other duct closure system that meets the applicable requirements of UL181, UL181A, or UL181B and other applicable specified tests for longevity given in Sec. 150(m). 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) ovrm C. ii MOMING DEP 3 TVE-' MANDATORY MEASURES CHECKLIST: RESIDENTI'AL', Page 3 MF -1R Project Title.......... The Crotti Residence Date..03/09/01 12:21:43 MICROPAS5 v5.10 File -01063S Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2602 SF. Residence LIGHTING MEASURES Design- Enforce- er ment 150(k)l: Luminaires for general lighting in kitchens shall have lamps with an efficacy of 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. 150(k)2: Rooms with a shower or bathtub must either have at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternatives to this requirement allowed in Sec. 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. WirmU -ANG DEPAF , - V .y �n A•� E°w,'E"W COMPUTER METHOD SUMMARY Page 1 C -2R Project Title............ The Crotti Residence Date..,03/09/01 12:21:43 Project Address........ Lot 3 Nikki Creek Lane ******* Durham *v5.10* Documentation Author... Marty Runnells ******* Building Permit fF Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan Check Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone. ......... 11 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File -010635 Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2602 SF. Residence MICROPAS5 ENERGY USE SUMMARY Vent Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating.......... 15.98 15.09 0.89 Space Cooling.......... 14.23 15.49 -1.26 Water Heating.......... 10.95 9.96 0.99 Total 41.16 40.54 0.62 *** Building complies with Computer Performance *** Zone Type HOUSE Residence GENERAL INFORMATION Conditioned Floor Area..... Building Type .............. Construction Type ......... Building Front Orientation. Number of Dwelling Units... Number of Building Stories. Weather Data Type.......... Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -value.... Average Glazing SHGC....... Average Ceiling Height..... 2602 sf Single Family Detached New Front Facing 180 deg (S) 1 2 ReducedYear Raised Floor 1 24826 cf 0 sf 22.8 % of floor area 0.45 Btu/hr-sf-F 0.43 9.5 ft BUILDING ZONE INFORMATION Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage (sf) (cf) Units itioned Type (ft) (sf) Credit 2602 24826 1.00 Yes Setback 8.0 Standard No M* MOUDING DEPAP R APPROVED. COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... The Crotti Residence Date..03/09/01 12:21:43 MICROPAS5 v5.10 File -01063S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2602 SF. Residence OPAQUE SURFACES FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC HOUSE Area U- Insul-Act Solar Form 3 Location/ Surface (sf) value R-val Azm Tilt Gains Reference Comments HOUSE (SE) 18.5 0.420 0.400 150 90 3 Window 1 Wall 386 0.065 19 180 90 Yes None PLAN FRONT 2 Wall 44 0.065 19 135 90 Yes None FRONT -RIGHT 3 Wall 51 0.065 19 150 90 Yes None FRONT -RIGHT 4 Wall 51 0.065 19 210 90 Yes None FRONT -LEFT 5 Wall 70 0.065 19 225 90 Yes None FRONT -LEFT 6 Door 13 0.330 0 180 90 Yes None ENTRY 7 Wall 644 0.065 19 270 90 Yes None LEFT 8 Wall 508 0.065 19 0 90 Yes None BACK 9 Wall 82 0.065 19 315 90 Yes None BACK -LEFT 10 Wall 22 0.065 19 45 90 Yes None BACK -RIGHT 11 Wall 693 0.065 19 90 90 Yes None RIGHT 12 Roof 1408 0.031 30 n/a 0 Yes None TO ATTIC 13 Floor 1408 0.037 19 n/a 0 No None RAISED FLOOR FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC HOUSE 1 Window Right (SE) 16.5 0.420 0.400 1� 90 2 Window Front (SE) 18.5 0.420 0.400 150 90 3 Window Front (S) 18.5 0.420 0.400 180 90 4 Window Front (SW) 18.5 0.420 0.400 210 90 5 Door Front (S) 13.3 0.550 0.650 180 90 6 Window Front (SW) 12.3 0.420 0.400 225 90 7 Window Front (SW) 16.5 0.420 0.400 225 90 8 Window Front (SE) 16.5 0.420 0.400 150 90 9 Window Front (S) 16.5 0.420 0.400 180 90 10 Window Front (SW) 16.5 0.420 0.400 210 90 11 Window Front (SW) 16.7 0.420 0.400 225 90 12 Window Left (W) 18.5 0.420 0.400 270 90 13 Window Left (W) 6.0 1.280 0.830 270 90 14 Window Left (W) 32.9 0.420 0.400 270 90 15 Door Left (W) 18.0 0.550 0.650 270 90 16 Window Left (W) 6.0 1.280 0.830 270 90 17 Window Left (W) 32.9 0.420 0.400 270 90 18 Window Left (NW) 12.3 0.420 0.400 315 90 19 Window Left (NW) 16.5 0.420 0.400 315 90 20 Window Back (N) 12.0 0.420 0.400 0 90 21 Door Back (N) 20.0 0.550 0.650 0 90 22 Window Back (N) 3.0 0.510 0.670 0 90 23 Window Back (N) 48.0 0.420 0.400 0 90 24 Window Back (NE) 16.5 0.420 0.400 45 90 25 Window Back (NE) 16.5 0.420 0.400 45 90 26 Window Back (N) 8.0 0.420 0.400 0 90 27 Window Back (N) 16.5 0.420 0.400 0 90 28 Window Right (E) 36.0 0.420 0.400 90 90 29 Window Right (E) 11.5 0.420 0.400 90 90 30 Window Right (E) 32.9 0.420 0.400 90 90 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0:7 Standard/0.68 Standard/66 Srr rcard,/0.68 Standard./,0.76 Standard/0.68 Standard`7/.0 1W D` nd�r-q�/,of.68 Standard/0.76 St"*Aarc[/0:68 Standards/n 68 COMPUTER METHOD SUMMARY Page 3 C -2R Project Title........... The Crotti...Residence Date..03/09/01 12:21:43• MICROPAS5 v5.10 File -01063S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2602 SF. Residence Orientation 31 Window 32 Window 33 Window Surface HOUSE 5 Door 15 Door System Type HOUSE Gas ACSplit Tank Type 1 Storage Right (E) Right (E) Right (E) FENESTRATION SURFACES Area ..U- Act. Exterior Shade Interior Shade (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC 16.5 0.420 0.400 90 90 Standard/0.76 Standard/0.68 16.5 0.420 0.400 90 90 Standard/0.76 Standard/0.68 16.5 0.420 0.400 90 90 Standard/0.76 Standard/0.68 OVERHANGS AND SIDE FINS Window— Overhang Left Fin Right Fin— Area Left Rght (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 13.3 n/a ..3 6 2 n/a n/a n/a n/a n/a n/a n/a n/a 18.0 n/a 6.67 7 .5 n/a n/a n/a n/a n/a n/a n/a n/a HVAC SYSTEMS Minimum Duct Duct TeSz�ed Duct ACOA Duct Efficiency Location R -value Leakage Manual D Eff 0.800 AFUE Attic R-4.2 No No 10.00 SEER Attic R-4.2 No No WATER HEATING SYSTEMS Number Tank in Energy Size Heater Type Distribution Type System Factor (gal) Gas Standard 1 .58 50 REMARKS 0.767 0.669 External Insulation R -value R- n/a RJB ANG DEPAH MP, APPROVED '.t A HVAC SIZING Page 1 HVAC Project Title.......... The Crotti Residence Date..03/09/01 12:21:43 Project*Address........ Lot 3 Nikki Creek Lane Durham *v5.10* Documentation Author... Marty Runnells ******* Bui ing Permit Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan Check Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS5 v5.10'for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File -01063S Wth-CTZ11S92 Program -HVAC SIZING User#-MP1333 User -Energy Calculation Servic Run -2602 SF. Residence GENERAL INFORMATION Floor Area ................. Volume..:.. ... :— , Front Orientation.......... Sizing Location............ Latitude .......... ...*. * Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range ............... Inter_or Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... Description 2602 sf 24826 cf Front Facing OROVILLE RS 39.5 degrees 30 F 70 F 104 F 78 F 37 F Yes Yes Yes 0.20 HEATING AND COOLING LOAD SUMMAFY Heati-, (Btuh) Opaque Conduction and Solar...... 10633 Glazing Conduction.. .............. 10657 Glazing Solar .................... n/a Infiltration ..................... 14121 Internal Gain .................... n/a Ducts.........' ................... 3541 Sensible Load .................... 38953 Latent Load ...................... n/a 180 deg (S) Cooling (Btuh) 6148 6927 13652 5798 2325 3485 38335 7667 Minimum Total Load 38953 46002 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. ,, f�.1J5' g L...I0-Y lJ I STRUCTURAL CALCULATIONS RCE Job #2001-003 for M Mario Crotti Crotti Residence Lot 43 Nikki Creek LN Durham, CA 95938 Calculation Index: '' Page # • Gravity Loads 1 • Lateral Analysis LI — 1-15 • Beam Analysis BI — B18 • Retain Wall Analysis R1 — R4 • Foundation Analysis FI — F3 Revision Summary: Rev. 0 Rev. 1 07/30/01 Rev.2 08/24/01 Initial issue Pages 1-4-1-8, L 1 1-L I T.have been modified. The second floor plate height has been raised to 10'. R - R5 have been modified the wall is now CMU. Page L14 has been omitted. Pages L2 and B 17 have been modified. Pages B 19 and F5 have been added to the package. '�♦ a . = soILDING DEPARTMENT APPROVE[ ar mos CIVIL — STRUCTURAL 11 ENGINEERING SURVEYING 3060 Thorntree Dr. Suite #10 - Chico, CA 95973 Phone: (530) 894-8833 — Fax: (530) 894-8882 fax coOr-c-e.com - http://www.r-c-e.com 8/24/01 - Gravity Analysis - Crotti Residence - R.C.E. Job 2001.003 Gravity Loads: Roof Dead Load 1/2" OSB Ply. 1.7 psf Slope= Composition Roofing 5.0 psf 14 Trusses @ 24" o.c. 5.0 psf to 5/8" Gyp. 2.8 psf 12 Insul. 1.0 psf Misc. 2.1 psf ota (sloped) ps ota oriz psf ota(axial) ps Roof Live Load onstruction 12.0 psf Wall Dead Load Wood Siding 2.5 psf (exterior) 3/8 Ply. 1.8 psf 2x6 Framing @ 16" o.c. 1.7 psf Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.8 psf Wall Dead Load 2x6 Framing @ 16" o.c. 1.7 psf (interior) Gyp. 2 sides 4.4 psf Misc. 1.9 psf Floor Dead Load 3/4" Ply 2.3 psf 2 X 12 @ 16" O.C. 3.3 psf Carpet 1.0 psf 1/2" Gyp. 2.2 psf Insul. - 1.0 psf Misc. 1.2 psf o[a I l.0 ps Floor Live Load FFes dentia ps Copywrite 2000 - Spyder Software GgoTri gESIDENcE IQ P�("a ooc� 53' o" 14 9It ...-m-ri�45'A'::t Li:.y;�?+!.� nrC `i'w•:" a:.�cf.1�P��57�i �'W7r .-�,Yl"!�1*=f.;t �.' �.. UZ - p 3Er�t2 �vl�' I\ ���• • �E-r�tzoofA - \C 0 � r 0 Al o � i e Pi 0 TTZ g F5) D FIVG E '�.�jL X2001. OG - f -:- 81 ` 36'•0° —__ a, % al Cl jj zed' „ 8:X' 5' Ia 240 2'.,�' .•.:p• 7/-0 ,:, ,I: EAk. L-A .t LAUNDRY i \� i----- F3Yy -I s r�INittiC, Roots ' I � I \db IAI jinv yp-on C4 QE Roots . W P R. dt t - N` -- LIVIHCa 2ooM JI 9 Fo7E R \ a3s �r G I�DTTI ')FSIDEN(-EI g:G.0 0©r.o03 a &A()A(TG. (.1,_O of 7/30/01 - Lateral Analysis - Crotti Residence - R.C.E. job 2001.003 P5 L H IC Wind Loads -- Method 1 Wind Speed: 75 mph Wind Loading Exposure: C p= Ce-Cq-qs-I @ Wall Lines D -E where; Area Pressure Force Ce = 1.06 @ 0 to 15' IWW OLW IWR OWR OLR OPR Ce = 1.13 @ 15 to 20' p= 12.2 7.61 10.7 0.0 10.71 10.7 psf - @ 0 to 15' Ce = 1.19 @ 20 to 25' p= 13.0 8.11 11.4 0.0 11.4 11.4 psf - @ 15 to 20' Ce = 1.23 @ 25 to 30' p= 13.7 8.6 12.0 0.0 12.0 12.0 psf - @ 20 to 25' Ce = 1.31 @ 30 to 40' p= 14.2 8.9 12.4 0.0 12.4 12.4 psf - @ 25 to 30' Ce = 1.43 @ 40 to 60' p= 15.1 9.4 13.2 0.0 13.2 13.2 psf - @ 30 to 40' Cq = 0.8 (IWW) Inward @ Windward Wall p= 16.5 10.3 14.4 0.0 14.4 14.4 psf - @ 40 to 60' Cq = 0.5 (OLW) Outward @ Leeward Wall Pressure Force Cq = 0.7 (IWR) Inward @ Windward Roof 12.2 psf = 49 lbs. (IWW) @ 0 to 15' Cq = 0 (OWR) Outward @ Windward Roof 13.0 psf = 65 lbs. (IWW) @ 15 to 20' Cq = 0.7 (OLR) Outward @ Leeward Roof 13.7 psf = 14 lbs. (IWW) @20 to 25' Mean Roof Height = 33.0 feet Cg = 0.7 (OPR) . Outward @ Parallel To Ridge 9.0 psf = 81 lbs. (OLW) @ 0 to 15' Uplift Pressure = 12.6 psf cis = 14.4 psf 12.6 psf = 0 lbs. (IWR) @ 30 to 40' I = 1 Importance Factor 12.6 psf = 0 lbs. (OLR) @ 30 to 40' Roof Slope = 14 Rise to 12 Horiz. of 209 plf - horiz. 1st FLOOR nd Loading Wind Loading Tributary Normal Resultant Horizontal Wall Lines A -D Normal Resultant Horizontal @ Wall Lines A-E 81 1-2 Area Pressure Force Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' feet @ 12.2 psf = 98 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @ 15 to 20' feet @ 9.0 psf = 72 lbs. (OLW) @ 0 to 15' 5.50 feet @ 13.7 psf = 75 lbs. (IWW) @ 20 to 25' Mean Roof Height = 33.0 feet 5.50 feet @ 9.0 psf = 50 lbs. (OLW) @ 30 to 40' Uplift Pressure = 12.6 psf 13.00 feet @ 12.6 psf = 164 lbs. (IWR) @ 30 to 40' Fu = 170 Dlf - horiz. 13.00 feet @ 12.6 psf = 164 lbs. (OLR) @ 30 to 40' Fn = I 454 nif - horiz. Roof Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines D -E Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @ 15 to 20' 5.50 feet @ 13.7 psf = 75 lbs. (IWW) @ 20 to 25' Mean Roof Height = 29.5 feet 5.50 feet @ 8.8 psf = 49 lbs. (OLW) @ 0 to 15' Uplift Pressure = 12.4 psf 8.50 feet @ 12.4 psf = 105 lbs. (IWR) @ 25 to 30' 8.50 feet @ 12.4 psf = 105 lbs. (OLR) @ 25 to 30' Fp = 334 plf - horiz. 2nd FLOOR Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines A-E u 1-2 Area Pressure Force 4.00 feet @ 12.2 psf = 49 lbs. (IWW) @ 0 to 15' 5.00 feet @ 13.0 psf = 65 lbs. (IWW) @ 15 to 20' 1.00 feet @ 13.7 psf = 14 lbs. (IWW) @20 to 25' Mean Roof Height = 33.0 feet 9.00 feet @ 9.0 psf = 81 lbs. (OLW) @ 0 to 15' Uplift Pressure = 12.6 psf 0.00 feet @ 12.6 psf = 0 lbs. (IWR) @ 30 to 40' 0.00 feet @ 12.6 psf = 0 lbs. (OLR) @ 30 to 40' Fp = 209 plf - horiz. 1st FLOOR Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines A-E 81 1-2 Area Pressure Force 8.00 feet @ 12.2 psf = 98 lbs. (IWW) @ 0 to 15' Mean Roof Height = 33.0 feet 8.00 feet @ 9.0 psf = 72 lbs. (OLW) @ 0 to 15' Uplift Pressure = 12.6 psf 0.00 feet @ 12.6 psf = 0 lbs. (IWR) @ 30 to 40' 0.00 feet @ 12.6 psf = 0 lbs. (OLR) @ 30 to 40' Fu = 170 Dlf - horiz. Copywrite 2000 - Spyder Software 7/30/01 - Lateral Analysis - Crotti Residence - R.C.E. Job 2001.003 `✓ 15�� Roof Wind Loading @ Wall Lines 1-2 Mean Roof Height = 31.0 feet Uplift Pressure = 12.5 psf Garage Wind Loading @ Wall Lines F -G Mean Roof Height = 18.0 feet Uplift Pressure = 1 1.1 psf Wind Loading @ Wall Lines F -G Mean Roof Height = 18.0 feet Uplift Pressure = 1 1.1 psf Garage Wind Loading @ Wall Lines 3-4 Mean Roof Height = 18.0 feet Uplift Pressure = 1 1.1 psf Copywrite 2000 - Spyder Software Fn = Tributary Normal Pressure Area Pressure 0.00 feet @ 12.2 psf = 0.00 feet @ 13.0 psf = 5.00 feet @ 13.7 psf = 1.00 feet @ 14.2 psf = 5.00 feet @ 8.9 psf = 12.00 feet @ 12.5 psf = 12.00 feet @ 12.5 psf = Fn = Fp = Tributary Normal Pressure Area Pressure 10.00 feet @ 12.2 psf = 4.00 feet @ 13.0 psf = 14.00 feet @ 7.9 psf = 0.00 feet @ 11.1 psf = 0.00 feet @ 1 1.1 psf = Fp = Fn = Tributary Tributary Normal Pressure Area Pressure 5.00 feet @ 12.2 psf = 5.00 feet @ 7.9 psf = 0.00 feet @ 1 1.1 psf = 0.00 feet @ 1 1.1 psf = Fn = Tributary Normal Area Pressure 5.00 feet @ 12.2 psf = 5.00 feet @ 7.9 psf = 15.00 feet @ 11.1 psf = 15.00 feet @ 1 1.1 psf = Fn = Resultant Horizontal Force 0 lbs. (IWW) @ 0 to 15' 0 lbs. (IWW) @ 15 to 20' 69 lbs. (IWW) @ 20 to 25' 14 lbs. (IWW) @ 25 to 30' 45 lbs. (OLW) @ 0 to 15' 150 lbs. (IWR) @ 30 to 40' 150 lbs. (OLR) @ 30 to 40' Resultant Horizontal Force 122 lbs. (IWW) @ 0 to 15' 52 lbs. (IWW) @15 to 20' 1 1 1 lbs. (OLW) @ 0 to 15' 0 lbs. (IWR) @ 15 to 20' 0 lbs. (OLR) @ 15 to 20' Resultant Horizontal Force 61 lbs. (IWW) @ 0 to 15' 40 lbs. (OLW) @ 0 to 15' 0 lbs. (IWR) @ 15 to 20' 0 lbs. (OLR) @ 15 to 20' 1 M nif - hnri7 Resultant Horizontal Force 61 lbs. (IWW) @ 0 to 15' 40 lbs. (OLW) @ 0 to 15' 167 lbs. (IWR) @ 15 to 20' 167 lbs. (OLR) @ 15 to 20' 7/30/01 - Lateral Analysis - Crotfi Residence - R.C.E. Job 2001.003 1997 UBC Seismic Loads - Static Force Procedure where; V = (Cv*I)/(R*T) *W = 0.374 *W (Eqn 30-4) Z = 0.3 Zone 3 V = (2.5*Ca*I)/R *W = 0.164 *W (Eqn 30-5) 1 = 1.00 Importance Factor V = 0.1 1 *Ca*I *W = 0.059 *W (Eqn 30-6) hn = 31 feet R = 5.5 Plywood Shear Walls p= 0.164 *W (Eqn 30-5) governs Soil Profile Type Sp Seismic Source Type A Closest Distance Seismic Source n/a km Ct = 0.02 All other Buildings Foot print area, AB= 1375 ft2 T = 0.263 (Method A) Ca = 0.36 Table 16-Q Cv = 0.54 Table 16-R Na = 1.00 Table 16-S Nv = .1.00 Table 16-T W = Building Weight Use 0% of Snow Load in the Seismic design. Seismic Roof Loading Tributary Weights = 35.00 feet of Roof @ 27.00 psf Lines A to E 10.00 feet of Ext. Wall 11.00 psf 10.00 feet of Int. Wall @ 8.00 psf V 186 p - oriz. ULT I JJ pit - horiz. Seismic 2nd Floor Loading Tributary Weights = 30.00 feet of Floor @ 11.00 psf Lines A to E 21.00 feet of Ext. Wall 11.00 psf 21.00 feet of Int. Wall @ 8.00 psf V 119 p - oriz. ULT p - horiz. Seismic 1st Floor Loading Tributary Weights = 30.00 feet of Floor @ 11.00 psf Lines A to E 16.00 feet of Ext. Wall 11.00 psf 19.00 feet of Int. Wall @ 8.00 psf V 108 p - horiz. ULT p - ioriz. W%3 Seismic Roof Loading Tributary Weights = 52.00 feet of Roof @ 27.00 psf Lines 1 to 2 14.00 feet of Ext. Wall 11.00 psf 13.50 feet of Int. Wall @ 8.00 psf V 273 p oriz. ULT p - horiz. Seismic 2nd Floor Loading Tributary Weights = 50.00 feet of Floor @ 11.00 psf Lines 1 to 2 20.00 feet of Ext. Wall 11.00 psf 46.50 feet of Int. Wall@ 8.00 psf V 187 p - oriz. ULT pit - horiz. C-opywrite 2000 - Spyder Software 7/30/01 - Lateral Analysis ` Crofti Residence - R.C.E. job 2001.003 (Seismic 1st Floor Loading Lines 1 to 2 IV 129 p - oriz. ULT I YZ pit - honz. Garage Seismic Loading Lines F to G IV 180 p - horiz. �if4pifTioriz WR Q Seismic Loading Lines 3 to 4 10 1 p oriz. ULT pit - horiz. Copywrite 2000 - Spyder Software Tributary Weights = 50.00 feet of Floor @ 11.00 psf 16.00 feet of Ext. Wall 11.00 psf 8.00 feet of Int. Wall @ 8.00 psf Tributary Weights = 44.00 feet of Roof @ 11.00 psf 14.00 feet of Ext. Wall 11.00 psf 0.00 feet of Int. Wall @ 8.00 psf 42.00 feet of Floor @ 11.00 psf Tributary Weights = 27.00 feet of Roof @ 11.00 psf 5.00 feet of Ext. Wall 11.00 psf 11.00 feet of Int. Wall @ 8.00 psf 16.00 feet of Floor @ 11.00 psf 7/30/01 - Lateral Analysis - Crotti Residence - R.C.E. Job 2001.003 P, S Copywrite 2000 - Spyder Software M I Lateral Load Summary Roof Level Loadings Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (P.I.f.) (P.I.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case A 6.5 133 454 0.86 2.95 Wind Controls B -North Side 6.5 133 454 0.86 2.95 Wind Controls B -South Side 4.0 133 454 0.53 1.81 Wind Controls C -North Side 4.0 133 454 0.53 1.81 Wind Controls C -South Side 6.0 133 454 0.80 2.72 Wind Controls D -North Side 6.0 133 454 0.80 2.72 Wind Controls C -South Side 5.0 133 334 0.66 1.67 Wind Controls E -North Side 5.0 133 334 0.66 1.67 Wind Controls E -South Side 6.0 133 334 0.80 2.00 Wind Controls 1 17.5 195 427 3.41 7.47 Wind Controls 2 17.5 195 427 3.41 7.47 Wind Controls Copywrite 2000 - Spyder Software M I Lateral Load Summary 2nd Level Loadings Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (P.I.f.) , (P.I.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case A 10.0 85 209 0.85 2.09 Wind Controls C -North Side 10.0 85 209 0.85 2.09 Wind Controls C -South Side 6.0 85 209 0.51 1.25 Wind Controls D -North Side 6.0 85 209 0.51 1.25 Wind Controls D -South Side 5.0 85 209 0.43 1.04 Wind Controls E -North Side 5.0 85 209 0.43 1.04 Wind Controls E -South Side 6.0 85 209 0.51 1.25 Wind Controls 1 17.5 133 209 2.34 3.66 Wind Controls 2 17.5 133 209 2.34 3.66 Wind Controls Copywrite 2000 - Spyder Software M I 7/30/01 - Lateral Analysts - Crotti Residence - R.C.E. Job 2001.003 �J Copywrfre T000 - Spider Software st Level (UBC Section 1630.1 2nd Level (UBC Section 1610. 1 o Net Uplift No Strapi w o Holdown Required! East-West Direction: Story Shear 4.09 kips Story Shear 6.50 kips , Level P Max 1.50 p Max 1.09 0.534 MST37dc w/ PHD2 w/ DBL 2x POST ex SSTB 16 A.B. allineLateral Wind all all Horizontal Diaphragm Lengths Bt Stresses all Applied T Forces Applied Forces Resisting Resistive etUplift Comments ID ` Load Height Length r, Stress Uniform Point OTM I Uniform Point OTM I Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) (plf) (1:10 (kips) (foot -kips) (kif) (kips) (foot -kips) (kips) Simpson Products �J Copywrfre T000 - Spider Software 1.3y 10.00 16.00 0.21 . o Net Uplift No Strapi w o Holdown Required! 2nd Seismic . , Level 2.95 10.00 22.00$01 134 29.49 0.110 17.75 0.534 MST37dc w/ PHD2 w/ DBL 2x POST ex SSTB 16 A.B. 2nd Wind Horizontal Diaphragm Lengths Bt Stresses East Side WestSide Sill Plate Shear Anchorage for above wall line (feet) (If) (feet) (plo Bolt Dia. (in.)Capacity (kips) Spacin 4.00 0.45 43 m. o.c. �J Copywrfre T000 - Spider Software 1.3y 10.00 16.00 0.21 . w w x 8t . . 2nd Seismic s . , Level 4.76 10.00 16.00 298 47.64 0.100 8.53 2.444 MST371 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 2nd Wind Horizontal Diaphragm Lengths 81 Stresses East Side West Side Sill Plate Shear Anchorage for above wall line (feet) I (plf) I (feet) I (pit) Bolt Dia. (in.) Capacity (kips) Spacin 4.00 0.45 m. O.C. �J Copywrfre T000 - Spider Software I. 10.00 7.00 0.46 207 14.5u 0.110 2.29 1.744 w x 8Z 2nd Seismic 1 imbij/w A Level 4.54 10.00 7.00I 45.37 0.110 1.80 6.225 DBL MST4w/ PHDB w/ 4x POST BL SSTB28 A.B. 2nd W)648 Wind Horrzontal Diaphragm Lengths 8L Stresses East Side West Side Sill Plate Shear Anchorage for above wall line (feet) (plf) (feet) (plf) Bolt Dia. (in.) Capacity (kips) Spacin 4.00 0.45 m. o.c. �J Copywrfre T000 - Spider Software V. w w x F051 8t 55 1 B 16 A.B. 2nd Seismic Level 10.00 4.00 0.45 199 7.98 0.100 0.68 1.824 MST37 w/ PHD2 w/ DBL 2x POST Bt SSTB 16 A.B. 4.39 10.00 4.00 aI 549 21.96 0.100 0.53 5.357 MST60 (y' w/ PHD6 w/ 4x POST Bt SSTB28 A.B. Wind T 10.00 4.00 549 21.96 0.100 0.53 5.357 MST60�. w/ PHD6 w/ 4x POST BL SSTB28 A.B. Horizontal Diaphragm Lengths 8E Stresses East Side Wes[ Side 7: Sill Plate Shear Anchorage for above wall line (fee[) (plf) (feet) (plf) Bol[ Dia. (in. Capacity (kips) Spacin 0.111 U in. o.c. �J Copywrfre T000 - Spider Software 7/30/01 - Lateral Analysis - Cro[ti Residence - R.C.E. Job 2001.003 2nd Is[ Level (UBC Section 1630.12nd Level (U Section 1630. wiz w et East-West Direction: Story Shear 4.09 kips Story Shear 6.50 kips 5.904 DBL MST48 tw/ PHDB w/ 4x POST et SSTB28 A.B. P Max 1.50 p Max 1.09 6.941 HDBA w/ 6x POST Bt SSTB28 A.B. Wall Line Lateral Wall WallWall East Side Wes[ Side 242 Applied OTM Forces Applied Forces Resisting OTM Resistive e[ plift Comments ID • Load I Height I Length r, Stress Uniform Point OTM I Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) Off) (kin (kips) (foot -kips) Rif) (kips) (foot -kips) (kips) Simpson Products 2nd Seismic fi wiz w et Level 3.67 10.00 6.00 r 612 36.74 0.110 1.32 5.904 DBL MST48 tw/ PHDB w/ 4x POST et SSTB28 A.B. Wind 50.38 0.1 10 1.80 6.941 HDBA w/ 6x POST Bt SSTB28 A.B. Horizontal Diaphragm Lengths 81 Stresses 10.00 14.00 East Side Wes[ Side 242 Sill Plate Shear Anchorage for above wall line L 33.86 (feet) (plf) (feet) (pin 9.16 Bolt Dia. (in.) Capacity (kips) Spacing PHD2 w/ DBL 2x POST 8t SSTB16 A.B. jZ) too 0.25 4 n. o.c. Ist Se smic12.78 [_5.04 0.1 10 2.29 1.499 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Level 10.00 7.00V 720 0.534 54.12 0.1 10 1.80 7.474 HDBA w/ 6x POST 8t SSTB28 A.B. Wind 50.38 0.1 10 1.80 6.941 HDBA w/ 6x POST Bt SSTB28 A.B. Horizontal Diaphragm Lengths 8E Stresses 10.00 14.00 East Side West Side 242 Sill Plate Shear Anchorage for above wall line 33.86 (feet) (plf) feet) (pin 9.16 Bolt Dia. (in.) Capacity (kips)Spacin PHD2 w/ DBL 2x POST 8t SSTB16 A.B. m. o.c. Ist Seismic 1.17 71 35.95 0.110 17 w x Bt A.B. 6.956 1HUBAIst LSSIB28 evel 10.00 5.00 1 194 59.72 0.1 10 0.92 11.761 HD 140 w/ 6x POST et SSTB34 A.B. Wind W/ x 81 5STBZ0 A.B. Level 10.00 14.00 0.39 242 Sill Plate Shear Anchorage for above wall line 33.86 0.110 9.16 1.764 PHD2 w/ DBL 2x POST 8t SSTB16 A.B. 10.26 10.00 7.00 489 6.225 77.78 0.110 1.80 10.855 HD 14A w/ 6x POST 81 SSTB34 A.B. Wind 10.00 14.00 489 68.41 0.1 10 7.19 4.37 PHDS w/ DBL 2x POST 8t SSTB20 A.B. Horizontal Diaphragm Lengths 81 Stresses East Side West Side Sill Plate Shear Anchorage for above wall line (fee[) (plf) (feet) (plf) Bolt Dia. (in.) Capacity (kips) SDacin U.11 I Is IN in. o.c. Ist 10.00 1 u.uu Seismic U.33 200 1.824 1 68.78 1 0.110 15.15 2380 w x & Level 6.69 10.00 18.00 ` 372 5.357 163.33 0.110 11.88 8.414 HDIOA w/ 4x POST 8L SSTB34 A.B. Wind W Horizontal Diaphragm Lengths 8t Stresses East SideWest Side L Sill Plate Shear Anchorage for above wall line (feet) (ply (feet) (pin Bolt Dia. (in.) Capacity (kips) Spacing IL-_ . WUlu 24 in. o.c. E 2.4010.00 5.00 SeBmic [__5,Y7 1.17 71 35.95 0.110 17 w x Bt A.B. 6.956 1HUBAIst LSSIB28 evel 10.00 5.00 1 194 59.72 0.1 10 0.92 11.761 HD 140 w/ 6x POST et SSTB34 A.B. Wind Horizontal Diaphragm Lengths 8E Stresses East SideWest Side Sill Plate Shear Anchorage for above wall line (feet) (plf) (feet)(plf) Bolt Dia. (in.) Capacity (kips) S add 5-1 n. o.c. C Copywrire 2000 - Spyder Software 7/30/01 - Lateral Analysts - Crottl Residence - R.C.E. Job 2001.003 1 Ist Level (UBC Section 1630.1) 2nd Level (UB Section 1630.1) 9.00 North-South Direction: Story Shear 4.67 kips Story Shear 6.82 kips 18.04 0.110 P Max 1.25 P Max 1.00 MST37 w/ PHD2 w/ DBL 2x POST & SSTB 16 A.B. Wa11 Un e Lateral Wall Wall Wall Applied OTM For Applied Forces Resisting OTM Resistive Net Uplift Comments ID • Load Height Length r, Svess Uniform Point OTM Uniform Point OTM Force Used 100% of Tabulated Values See No (kips) (fee[) (fee[) 7 (pin (klf) (kips) (foot -kips) Rif) (kips) (foo[ -kips) (kips) Simpson Products 1 3.41 10.00 9.00 0.43 200 18.04 0.110 3.79 1.584 MST37 w/ PHD2 w/ DBL 2x POST & SSTB 16 A.B. 2nd Seismic Level 10.00 8.00 �) 0.43 200 16.04 0.110 2.99 1.631 MST37 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. 7.47 10.00 9.00 ", 7 439 39.54 0.110 2.97 4.063 MST60 w/ PHDS w/ DBL Zx POST & SST820 A.B. Wind 10.00 I{ 8.00 439 35.15 0.110 2.35 4.100 MST60 If w/ PHDS w/ DBL 2x POST & SSTB20 A.B. Horizontal Diaphragm Lengths at Stresses East Side West Side Sill Plate Shear Anchorage for above wall line (feet) (plf) (feet) (p1 Bolt Dia. (in.) Capacity (lips) Spacin 0.500 0.818 18 in. o.c. 2 3.4110.00 12.50 0.28 131 16.38 0.110 7.30 0.726 MST37 w/ PHD2 w/ DBL 2x POST & SSTB16 A.B. 2nd Seismic Level 10.00 13.50 0.28 131 17.69 0.110 8.52 0.680 MST37 w/ PHD2 w/ DBL 2x POST at SSfB 16 A.B. 7.47 10.00 12.50 A 287 35.91 0.110 5.73 2.414 MST37 w/ PHD2 w/ DBL 2x POST & SSTB 16 A.B. Wind 1 � 10.00 13.50® 287 38.78 0.110 6.68 2.378. MST37 w/ PHD2 w/ DBL 2x POST ai SSTB 16 A.B. Horizontal Diaphragm Lengths & Stresses East Side West Side LSpacin Sill Plate Shear Anchorage for above wall line (feet) I (plf) (feet) (plo Bolt Dia. (in.) Capacity (kips) 0.500 0.818 2n. O.C.o 4 I 1 5.74 10.00 9.00 0.72 424 1.584 52.39 0.110 3.79 5.401 PHD6 w/ 4x POST & SSTB28 A.B. Ist Seismic Level 10.00 8.00 0.72 424 1.631 46.95 0.110 2.99 5.494 PHD6 w/ 4x POST & M828 A.B. a 11.12 10.00 9.00 4, 654 4.063 95.46 0.110 2.97 10.277 HD 14A w/ 6x POST & SSTB34 A.B. Wind ¢ 10.00 8.00 � 654 4.100 85.15 0.110 2.35 10.350 HD 14A w/ 6x POST & SSTS34 A.B. Horizontal Diaphragm Lengths & Stresses East Side WestSide L0.500 Sill Plate Shear Anchorage for above wall line (feet) (plf) (feet) (Pin - Bolt Dia. (in.) Capacity (kips) Spacin 0.818 12 In. O.C. 2 2.34 10.00 4.00 0.24 143 5.72 0.110 0.75 1.242 PHD2 w/ DBL 2x POST at SSTB16 A.B. ISE Seismic Level 10.00 3.00 0.24 143 4.29 0.110 0.42 1.289 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 10.00 13.50 0.24 143 0.680 28.47 0.110 8.52 1.478 PHD2 w/ DBL 2x POST & SSTB16 A.B. Alt 11.12 Wind 10.00 4.00'x', j . 543 21.71 0.110 0.59 5.280 PHD6 w/ 4x POST & SSTB28 A.B. 10.00 3.00 L 543 16.28 0.110 0.33 5.317 PHD6 w/ 4x POST & SSTB28 A.B. 10.00 13.50 543 2.378 105.36 0.110 6.68 7.309 HDBA w/ 6x POST & SST828 A.B. Horizontal Diaphragm Lengths & Stresses East Side West Side Sill Plate Shear Anchorage for above wall line (feet) I (pl (feet) (pl Bolt Dia. (in.) Capacity (kips) s S acfn 0.500 0.818 I B In. o.c. Copywrire 2000 - Spyder Software C W P, Woodworks® Sizer SOFTWARE FOR WOOD DESIGN B1 WoodWorks® Sizer 97d Feb. 28, 2001 09:03:08 COMPANY I PRUJhECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ------------------------------ material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.50 [ft] Load Combinations: ICBG -UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 27 (14.00)* No 2 Live Full Area 16 (14.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 6.5 ft I ---------- ------------------- Dead I 1260 1260 Live I 728 728 Total I 1988 1988 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, `No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### ----------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 58 Fv' = 85 fv/Fv' = 0.69 Bending(+) fb = 752 Fb' = 1200 fb/Fb' = 0.63 Live Defl'.n 0.03 = <L/999 0.22 = L/360 0.13 Total Defl'n 0.08 = L/982 0.32 = L/240 0.24 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 3231 lbs -ft Shear : LC# 2 = D+L, V = 1988, V@d = 1606 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B2 . WoodWorks® Sizer 97d Feb. 28, 2001 09:45:28 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM.CA 95938 e-mail: cj@r-c-e.com - I R.C.E. JOB # 2001.003 I Species I bxd I Axial I Bendingl Comb'd I Shear I Disp./ I Grade I in I fc/Fc'I fb/Fb' I I fv/Fv'I Allow. I--------------I-----------I-------I--------I--------I-------I-------- D.Fir-L 1 No. 2 4x12 _ 0.92 0.56 0.49 >>For more detailed output; select a Suggested Section from the Data Bar.<< -------------------------------------------------------- DESIGN NOTES: ----------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. DESIGN RESULTS - NDS -1997 Beam DESIGN DATA: material: 4xbeams -------------------------- lateral support: Top= Full Bottom= @Supports total length: 13.50 (ft] Load Combinations: ICBO-UBC INPUT --------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load ------------------------------------------------------------ I Type I Distribution I Magnitude I Location I Pattern -----I--------I--------------1-----------------I-----------------I-------- I I I Start End I Start End I Load 1 Dead Full Area 10 (3.50)* No 2 Live Full Area 40 (3.50)* No 3 Live Full Area 8 (7.00)* No *Tributary Width (ft) ------------------------------------------------------- SUGGESTED SECTIONS that PASSED the CODE CHECK: I Species I bxd I Axial I Bendingl Comb'd I Shear I Disp./ I Grade I in I fc/Fc'I fb/Fb' I I fv/Fv'I Allow. I--------------I-----------I-------I--------I--------I-------I-------- D.Fir-L 1 No. 2 4x12 _ 0.92 0.56 0.49 >>For more detailed output; select a Suggested Section from the Data Bar.<< -------------------------------------------------------- DESIGN NOTES: ----------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B3 Wood Works® Sizer 97d Feb. 28, 2001 09:01:54 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 1336 Broadway #7, Chico, CA 95928 19197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 10.00 [ft) Load Combinations: ICBO-UBC _-----------=_-____=____=----------------------=-----------------------=_== INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude 1 Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 10 (13.00)* No 2 Live Full Area 40 (13.00)* No 3 Dead Point 830 8.00 No 4 Live Point 1225 8.00 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 10.0 ft I " ---------- ------------------- Dead I 872 1370 Live 1 2845 3580 Total 1 3717 4950 B.Length 1 1.8 2.4 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 3.125x15 @11.134 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value 1 Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 131 Fv' = 190 fv/Fv' = 0.69 Bending(+) fb = 1070 Fb' = 2400 fb/Fb' = 0.45 Live Defl'n 0.09 = <L/999 0.33 = L/360 0.27 Total Defl'n 0.12 = L/995 0.50 = L/240 0.24 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 10445 lbs -ft Shear : LC# 2 = D+L, V = 4894, V@d = 4095 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT R. C. E. CROTTI RESIDENCE WoodWorks 3060 Thorntree Dr. #10, Chico, CA 9197 GOODSPEED ST #6 (530) 894-8833; fax (530) 894-8882 DURHAM CA 95938 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. JOB # 2001.003 May 22, 2001 10:41:46 B4 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type 'Distribution Magnitude Location [ft] Pattern Total 13690 9544 Start End Start End Load? 1 Dead Full Area 10 (19.75) 4.1 No 2 Live Full Area 40 (19.75)7 0.27 = No 3 Dead Point 1333 3.50 No 4 Live Point 6227 3.50 No -Trioutary wiatn crt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 15'-6" Dead 2747 2016 Live 10943 7529 Total 13690 9544 181 Fv' = 190 Bearing: 1.00 1.000 1.00 0.982 1.00 Bending(+) Length 4.1 2.9 Glulam-Simple, VG West.DF,-24F-V4, 5-118x19-112" Self Weight of 23.74 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design CD Shear fv @d = 181 Fv' = 190 fv/Fv' = 0.95 1.00 1.000 1.00 0.982 1.00 Bending(+) fb = 1665 Fb' = 2357 fb/Fb' = 0.71 Fcp'= 650 Live Defl'n 0.27 = L/682 0.52 = L/360 0.53 1.00 Total Defl'n 0.38 = L/492 0.77 = L/240 0.49 Shear : LC# 2 = D+L, V =13689, V@d =12046 lbs Deflection: ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.982 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 45054 lbs -ft Shear : LC# 2 = D+L, V =13689, V@d =12046 lbs Deflection: LC# 2 = D+L EI=5700.09e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B5 WoodWorks® Sizer 97d Feb. 28, 2001 09:46:56 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: -------------------------- material: 4xbeams lateral support: Top= Full Bottom= @Supports total length: 5.00 [ft] Load Combinations: ICBG -UBC ------------ --------------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< --------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 10 (7.00)* No 2 Live Full Area 40 (7.00)* Yes *Tributary Width (ft) - --------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) -- --------------------------------------------- I 5.0 ft I^ ---------- ------------------- Dead 1 190 190 Live I 700 700 Total 1 890 890 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 2, 4x8 @ 6.027 plf This section PASSES the design code check. ########################################################################### - ----------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ----------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 40 Fv' = 95 fv/Fv' = 0.42 Bending(+)- fb = 435 Fb' = 1137 fb/Fb' = 0.38 Live Defl'n 0.02 = <L/999 0.17 = L/360 0.13 Total Defl'n 0.03 = <L/999 0.25 = L/240 0.11 ------------------------------------ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ----------------------------------------------------- Fb'+= 875 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 --------------- ADDITIONAL DATA ----------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 1113 lbs -ft Shear : LC# 2 = D+L, V = 890, V@d = 675 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) ---------------------------------------------------- DESIGN NOTES: ------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoOdWorks® Sizer SOFTWARE FOR WOOD DESIGN I B6 Wood Works® Sizer 97d Feb. 28, 2001 09:47:14 COMPANY ) PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 19197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 15.50 [ft] Load Combinations: ICBG -UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 10 (9.00)* No 2 Live Full Area 40 (9.00)* No 3 Dead Full Area 27 (14.00)* No 4 Live Full Area 16 (14.00)* No 5 Dead Full Area 11 (9.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) -------------- 1 15.5 ft I" ---------- ------------------- Dead 1 4536 4536 Live 1 4526 4526 Total 1 9062 9062 B.Length 1 2.7 2.7 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x15 @18.260 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------1----------------I----------------I-=----------------I Shear fv @d = 148 Fv' = 190 fv/Fv' = 0.78 Bending(+) fb = 2193 Fb' = 2400 fb/Fb' = 0.91 Live Defl'n 0.29 = L/636 0.52 = L/360 0.57 Total Defl'n 0.59 = L/317 0.77 = L/240 0.76 FACTORS: F CD CM Ct CL Cr CV Cfu Cr LC# b'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+) LC# 2 = D+L, M = 35114 lbs -ft Shear : LC# 2 = D+L, V = 9062, V@d = 7600 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D -dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.=Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ❑ P WoodWOrks® Sizer SOFTWARE FOR WOOD DESIGN B7 WoodWorks® Sizer 97d Feb. 28, 2001 09:47:28 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ------------------------------------ material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 10.00 [ft] Load Combinations: ICBO-UBC -------------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< Load I Type I Distribution I Magnitude 1 Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 10 (4.00)* No 2 Live Full Area 40 (4.00)* No 3 Dead Point 900 6.50 No 4 Live Point 649 6.50 No *Tributary Width (ft) --------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) -------------------------------------------------- 1 10.0 ft I^ ---------- ------------------- Dead I 590 860 Live 1 1027 1222 Total 1 1617 2082 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### --------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 43 Fv' = 85 fv/Fv' = 0.51 Bending(+) fb = 591 Fb' = 1350 fb/Fb' = 0.44 Live Defl'n 0.05 = <L/999 0.33 = L/360 0.15 Total Defl'n 0.09 = <L/999 0.50 = L/240 0.17 --------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# -------------------------------------------------------------- Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ------------------------------------------------------ ADDITIONAL DATA -------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 5966 lbs -ft Shear : LC# 2 = D+L, V = 2007, V@d = 1830 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------- DESIGN NOTES: ------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. P ►3 g ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B8 WoodWorks® Sizer 97d Feb. 28, 2001 09:47:48 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN RESULTS - NDS -1997 Beam DESIGN DATA: ------------------------- --- ---------------------------------------------- material: 4xbeams lateral support: Top= Full Bottom= @Supports total length: 13.50 [ft) Load Combinations: ICBO-UBC ---------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< ---------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Live Partial Area 40 (1.50)* 0.00 10.00 No 2 Dead Partial Area 10 (1.50)* 0.00 10.00 No 3 Dead Partial Area 10 (3.50)* 10.00 13.50 No 4 Live Partial Area 40 (3.50)* 10.00 13.50 No 5 Dead Full UDL 100 No *Tributary width (ft) ------------------------------------------------------- SUGGESTED SECTIONS that PASSED the CODE CHECK: ------------------------------------------------------- I Species I bxd I Axial I Bendingl Comb'd I Shear I Disp./ I Grade I in I fc/Fc'I fb/Fb' I I fv/Fv'1 Allow. I--------------I-----------I-------I--------I--------I-------I-------- D.Fir-L 1 No. 2 4x12 0.76 0.50 0.33 >>For more detailed output, select a Suggested Section from the Data Bar.<< ----------------------------------------- DESIGN NOTES: ------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B9 WoodWorks® Sizer 97d Feb. 28, 2001 09:48:04 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS - Beam DESIGN DATA: material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 17.00 [ft] Load Combinations: ICBO-UBC -- - -------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< ------------------------------------------------------ Load 1 Type I Distribution I Magnitude 1 Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 9 (9.00)* No 2 Live Full Area 40 (9.00)* No *Tributary Width (ft) ----------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) - ----------------------------- I 17.0 ft I^ ---------- ------------------- Dead I 783 783 Live 1 3060 3060 Total 1 3843 3843 B.Length I . 1.9 1.9 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 3.125x15 @11.134 plf This section PASSES the design code check. ########################################################################### -- -- - -------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) -------------------------------- Criterion I Analysis Value 1 Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 105 Fv' = 190 fv/Fv' = 0.55 Bending(+) fb = 1673 Fb' = 2400 fb/Fb' = 0.70 Live Defl'n 0.43 = L/477 0.57 = L/360 0.75 Total Defl'n 0.54 = L/379 0.85 = L/240 0.63 -------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ------------------------------------------------------------------ Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 --------------------- ---- ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 16333 lbs -ft Shear : LC# 2 = D+L, V = 3843, V@d = 3278 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ------------------------ DESIGN NOTES: ----------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a !jpan (NDS Tablu ;.3.2) 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). i ® Wood Wo r ks COMPANY R. C. E. 3060 Thorntree Dr. #10, Chico, CA PROJECT CROTTI RESIDENCE 9197 GOODSPEED ST #6 Magnitude Start End (530) 894-8833; fax (530) 894-8882 DURHAM CA 95938 SOFTWARE FOR. WOOD DESIGN cj@r-c-e.com R.C.E. JOB # 2001.003 9 (9.00P May 22, 2001 10:42:04 B10 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location (ft] Start End Pattern Load? 1 Dead Full Area 9 (9.00P Bending(+) No 2 Live Full Area 40 (9.00) Bearing: No 3 Dead Point 1040 12.50 No 4 Live Point 3680 12.50 No 5 1 Wind Point 4800 4.00 No -rriDurary Wiarn trr) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 17' Dead 1119 Design Value 1608 Live 5779 fv @d = 131 5766 Total 6898 Bending(+) 7374 Fb' = 2397 fb/Fb' = 0.75 1.00 2 Live Defl'n Bearing: 0.57 = L/360 0.87 2 Length 2.1 0.85 = L/240 2.2 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x15" Self Weight of 18.26 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 131 Fv' = 190 fv/Fv' = 0.69 Cr LC# Bending(+) fb = 1805 Fb' = 2397 fb/Fb' = 0.75 1.00 2 Live Defl'n 0.49 = L/415 0.57 = L/360 0.87 2 Total Defl'n 0.68 = L/301. 0.85 = L/240 0.80 - E' = 1.8 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.999 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 28907 lbs -ft Shear : LC# 2 = D+L, V = 7219, V@d = 6691 lbs Deflection: LC# 3 = D+.75(L+W) EI=2594.49e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B11 WoodWorks® Sizer 97d Feb. 28, 2001 09:03:20 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ----------------------------------- material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 13.00 (ft] Load Combinations: ICBO-UBC -------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ----------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I' Start End I Load -----I--------I--------------I-----------------1-----------------I-------- 1 Wind Point 5200 4.00 No -------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) -- ------------------------------ 1 13.0 ft I^ ---------- ------------------- Dead I 58 58 Live 1 3600 1600 Total 1 3658 1658 B.Length 1 1.8 1.0 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 3.125x12 @ 8.907 plf This section PASSES the design code check. ########################################################################### --------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 146 Fv' = 304 fv/Fv' = 0.48 Bending(+) fb = 2331 Fb' = 3840 fb/Fb' = 0.61 Live Defl'n 0.41 = L/380 0.43 = L/360 0.95 Total Defl'n 0.42 = L/374 0.65 = L/240 0.64 ---- ---------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ----------------------------------------------------------------- Fb'+= 2400 1.60 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.60 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ------------------------ - ADDITIONAL DATA --------------------------------------------------- Bending(+): LC# 2 = W, M = 14567 lbs -ft Shear : LC# 2 = W, V = 3658, V@d = 3649 lbs Deflection: LC# 2 = W Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) -------------------------------------------------------------- DESIGN NOTES: -------------------------------------------------------------------- Please verify that the default deflection limits are appropriate for your application. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). GLULAM: bxd = actual breadth x actual depth. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B12 WoodWorks® Sizer 97d Feb. 28, 2001 09:03:32 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: PSL total length: 17.00 [ft) Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 9 (8.75)* No 2 Live Full Area 40 (8.75)* No *Tributary Width (ft) --------------------------------------------------------------------------- --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 17.0 ft I ---------- ------------------- Dead I 826 826 Live I 2975 2975 Total I 3801 3801 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: 2.1E, 3100Fb, 5.25x11.25 @18.457 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) ----------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------I------------------I Shear V @d = 3382 Vr = 11222 V/Vr = 0.30 Bending(+) M = 16155 Mr = 28814 M/Mr = 0.56 Live Defl'n 0.50 = L/405 0.57 = L/360 0.89 Total Defl'n 0.64 = L/317 0.85 = L/240 0.76 ------------------------------------------------------------------ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ----------------------------------------------------------------- Fb'+= 3100 1.00 1.00 1.00 1.000 1.01 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.1 million 1.00 1.00 2 ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 16155 lbs -ft Shear : LC# 2 = D+L, V = 3801, V@d = 3382 lbs Deflection: LC# 2 = D+L EI=1308.14 million lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow w=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. iv\;6 COMPANY PROJECT ® R. C. E. CROTTI RESIDENCE Wood Wo r ks 3060 Thorntree Dr. #10, Chico, CA 9197 GOODSPEED ST #6 (530) 894-8833; fax (530) 894-8882 DURHAM CA 95938 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. JOB # 2001.003 May 22, 2001 10:41:57 B13 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Full Area 9 (12.00)1 Bending(+) No 2 Live Full Area 40 (12.00) Bearing: Length No 3 Wind Point 10100 5.00 No 4 Dead Point 300 3.00 No 5 Live Point 1325 3.00 No 6 Dead Point 900 7.00 No 7 1 Live Point 650 7.00 No -TriouLary wiatn tri:) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 10' Dead 1093 Design Value 1333 Live 6429 fv @d = 172 6227 Total 7522 Bending(+) 7560 Fb' = 3840 fb/Fb' = 0.74 1.00 1.00 Live Defl'n Bearing: Length 2.3 0.89 2.3 Glulam-Simple, VG West.DF,•24F-V4, 5-1/8x12" Self Weight of 14.61 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design FACTORS: F Shear fv @d = 172 Fv' = 304 fv/Fv' = 0.56 1.60 Bending(+) fb = 2828 Fb' = 3840 fb/Fb' = 0.74 1.00 1.00 Live Defl'n 0.30 = L/402 0.33 = L/360 0.89 - Total Defl'n 0.37 = L/326 0.50 = L/240 0.74 Bending(+): LC# 3 = ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.60 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 190 1.60 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+): LC# 3 = D+.75(L+W), M = 28992 lbs -ft Shear : LC# 3 = D+.75(L+W), V = 7522, V@d = 7040 lbs Deflection: LC# 3 = D+.75(L+W) EI=1328.38e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B14 WoodWorks® Sizer 97d Feb. 28, 2001 09:04:40 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 10.00 [ft] Load Combinations: ICBO-UBC --------------------------------------------------------------------------- --------------------------------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 9 (21.00)* No 2 Live Full Area 40 (21.00)* No *Tributary Width (ft) --------------------------------------------------------------------------- --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 10.0 ft I^ ---------- ------------------- Dead 1 1001 1001 Live 1 4200 4200 Total 1 5201 5201 B.Length 1 2.6 2.6 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 3.125x15 @11.134 plf This section PASSES the design code check. ########################################################################### --------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 125 Fv' = 190 fv/Fv' = 0.66 Bending(+) fb = 1331 Fb' = 2400 fb/Fb' = 0.55 Live Defl'n 0.12 = <L/999 0.33 = L/360 0.36 Total Defl'n 0.15 = L/811 0.50 = L/240 0.30 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 13002 lbs -ft Shear : LC# 2 = D+L, V = 5201, V@d = 3901 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) ` (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2).. 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). r J$ 157 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B15 WoodWorks® Sizer 97d Feb. 28, 2001 09:04:56 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 I DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 9.00 (ft) Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) CD --------------------------------------------------------------------------- --------------------------------------------------------------------------- >>Self -weight automatically included<< CF CV Cfu Cr LC# -------------------------------------------------------------------------- Fb'+= Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End 1 Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Live Point 2975 6.00 No 2 Dead Point 826 6.00 No 3 Wind --------------------------------------------------------------------------- Point 1050 6.00 No --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING --------------------------------------------------------------------------- LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- I 9.0 ft I^ ---------- ------------------- Dead I 315 591 Live 1 1006 2013 Total 1 1322 2603 B.Length 1 1.0 1.3 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 3.125x12 @ 8.907 plf This section PASSES the design code check. ########################################################################### --------------------------------------------------------------------------- --------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion 1 Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 101 Fv' = 190 fv/Fv' = 0.53 Bending(+) fb = 1229 Fb' = 2400 fb/Fb' = 0.51 Live Defl'n 0.08 = <L/999 0.30 = L/360 0.28 Total Defl'n 0.11 = <L/999 0.45 = L/240 0.24 FACTORS: -------------------------------------------------------------------------- F CD CM Ct CL CF CV Cfu Cr LC# -------------------------------------------------------------------------- Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 7682 lbs -ft Shear : LC# 2 = D+L, V = 2514, V@d = 2523 lbs Deflection: LC# 3 = D+.75(L+W) Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------------------------- --------------------------------------------------------------------------- DESIGN NOTES: --------------------------------------------------------------------------- --------------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 816 Wood Works® Sizer 97d Feb. 28, 2001 09:05:08 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 19197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 MAXIMUM REACTIONS and BEARING LENGTHS(force=lbs, length=in) 1 24.0 ft I " ---------- ------------------- Dead 1 1451 1451 Live 1 13200 13200 Total 1 14651 14651 B.Length 1 4.4 4.4 DESIGN SECTION: VG West.DF, 24F -V4, 5.125x18 @21.911 plf #### WARNING: This section violates the following design criteria: q### Bending Shear Deflection SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 208 Fv' = 190 fv/Fv' = 1.10 Bending(+) fb = 3812 Fb' = 2274 fb/Fb' = 1.68 Live Defl'n 1.83 = L/157 0.80 = L/360 2.29 Total Defl'n 2.03 = L/191 1.20 = L/240 1.69 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.948 1.00 1.00 2 Fv' - 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M - 87906 lbs -ft Shear : LC# 2 = D+L, V =14650, V@d =12819 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). GLULAM: bxd = actual breadth x actual depth. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 24.00 ]ft] Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 9 (11.00)" No 2 Live Full Area 100 (11.00)* No `Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS(force=lbs, length=in) 1 24.0 ft I " ---------- ------------------- Dead 1 1451 1451 Live 1 13200 13200 Total 1 14651 14651 B.Length 1 4.4 4.4 DESIGN SECTION: VG West.DF, 24F -V4, 5.125x18 @21.911 plf #### WARNING: This section violates the following design criteria: q### Bending Shear Deflection SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 208 Fv' = 190 fv/Fv' = 1.10 Bending(+) fb = 3812 Fb' = 2274 fb/Fb' = 1.68 Live Defl'n 1.83 = L/157 0.80 = L/360 2.29 Total Defl'n 2.03 = L/191 1.20 = L/240 1.69 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.948 1.00 1.00 2 Fv' - 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M - 87906 lbs -ft Shear : LC# 2 = D+L, V =14650, V@d =12819 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). GLULAM: bxd = actual breadth x actual depth. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). •. . . 098)7 COMPANY PROJECT ® R. C. E. CROTTI RESIDENCE WoodWorks 3060 Thorntree Dr #10 Chico CA 95973 9197 GOODSPEED ST #6 (530) 894-8833; fax (530) 894-8882 DURHAM CA 95938 SOFTWARE FOR WOOD DESIGN e-mail: cj@r-c-e.com R.C.E. JOB # 2001.003 Aug. 15, 2001 09:54:37 B17 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 3200 Total Start End Start End Load? 1 Dead Full Area 9 (10.00)1 1336 No 2 Live Full Area 40 (10.00) L/360 No "'1 MULaLy WlULII %1L) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0• Io Dead 861 Value 861 Live 3200 Shear 3200 Total 4061 85 4061 Bearing: fb = 1167 Fb' = 1336 fb/Fb' = 0.87 Live Defl'n 0.33 = Length 1.8 L/360 1.8 Timber -soft, D.Fir-L, No. 1, 6x14" Self Weight of 17.64 plf automatically included in loads; Service: wet; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 71 Fv' = 85 fv/Fv' = 0.83 Bending(+) fb = 1167 Fb' = 1336 fb/Fb' = 0.87 Live Defl'n 0.33 = L/587 0.53 = L/360 0.61 Total Defl'n 0.46 = L/418 0.80 = L/240 0.57 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 0.99 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 0.67 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 16244 lbs -ft Shear : LC# 2 = D+L, V = 4061, V@d = 3490 lbs Deflection: LC# 2 = D+L EI=1804.25e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • „ . WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 1 fj1 WoodWorks® Sizer 97d Feb. 28, 2001 09:48:28 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Joist DESIGN DATA: ------------------------- material: Lumber -soft @ 16.0 [in] spacing lateral support: Top= Full Bottom= @Supports total length: 15.50 [ft] repetitive factor: applied where permitted(refer to online help) Load Combinations: ICBG -UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< -------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 9 (16.0)* No 2 Live Full Area 40 (16.0)* No *Tributary Width (in) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 15.5 ft I^ ---------- ------------------- Dead 1 124 124 Live 1 413 413 Total 1 537 537 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No.2, 2x12 @ 4.008 plf This section PASSES the design code check. ########################################################################### ---------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 42 Fv' = 95 fv/Fv' = 0.44 Bending(+) fb = 789 Fb' = 1035 fb/Fb' = 0.76 Live Defl'n 0.24 = L/765 0.52 = L/360 0.47 Total Defl'n 0.32 = L/588 0.77 = L/240 0.41 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# --------------------------------------------------------------------------- --------------------------------------------------------------------------- Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ADDITIONAL DATA ----------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 2080 lbs -ft Shear : LC# 2 = D+L, V = 537, V@d = 472 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) -------------------------------------------------------- DESIGN NOTES: ------------------------------------------------------------- Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WO n Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution COMPANY PROJECT Wood.Works 1 ® Full Area R. C. E. 3060 Thorntree Dr #10 Chico CA 95973 CROTTI RESIDENCE 9197 GOODSPEED ST #6 SOFTWARE FOR WOOD DESIGN 2 (530) 894-8833; fax (530) 894-8882 e-mail: cj@r-c-e.com Aug. 15, 2001 09:54:04 DURHAM CA 95938 R.C.E. JOB # 2001.003 B18 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Full Area 10 (4.50) 85 No 2 Live Full Area 40 (4.50)1 Bearing: No 3 Dead Full Area 11 (22.00) L/360 No 4 Dead Full Area 10 (6.00)1 L/240 No 5 1 Live Full Area 40 (6.00) DESIGN NOTES: No -TriouLary W1arn tiL) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 91 Dead 1629 Value 1629 Live 1890 Shear 1890 Total 3519 85 3519 Bending(+) fb = 784 Fb' = Bearing: fb/Fb' = 0.58 Live Defl'n 0.06 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No.*1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 66 Fv' = 85 fv/Fv' = 0.77 Bending(+) fb = 784 Fb' = 1350 fb/Fb' = 0.58 Live Defl'n 0.06 = <L/999 0.30 = L/360 0.19 Total Defl'n 0.13 = L/847 0.45 = L/240 0.28 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 7918 lbs -ft Shear : LC# 2 = D+L, V = 3519, V@d = 2770 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction). (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Use these 5 lines on the "Settings" tab a Title Crotti Residence i to enter your company Job # : 2000.003 Dsgnr: JPH Date:MAY 30,2001 1 name, address, and Description.... other items to be placed in CMU printout title block area. CANTILEVERED RETAINING WALL DESIGN Page 2of2 _ SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 797.3 2.25 1,794.0 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Added Lateral Load Load @ Stem Above Soil 770.0 2.83 2,181.7 760.0 1.83 1,393.3 -39.4 0.50 -19.7 = 624.0 1.83 1,144.0 787.5 1.75 1,378.1 1.67 TOTALS = 758.0 O.T.M. = 1,774.3 2,941.5 R. M. = 6,097.1 Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Resisting/Overturning Ratio 3.44 Heel Surcharge Not Used To Resist Overturning STEM CONSTRUCTION & DESIGN Top Stem 2nd Stem Stem OK Stem OK Design at this height above ftg 2.67ft 0.00 ft Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Masonry Masonry 8.00 in 8.00 in # 5 # 5 8.00 in 8.00 in Cente Edge Design Data 1,500 psi = 24,000 psi fb/FB + fa/Fa 0.295 0.843 Total Force @ Section 116.8lbs 482.3 lbs Moment.... Actual , 100.6ft-# 844.1 ft-# Moment..... Allowable 737.3ft-# 1,317.2 ft-# Shear..... Actual 3.10 lbs 8.96 psi Shear..... Allowable 19.36 psi 19.36 psi Bar Embed ABOVE Ht. 22.50 in 22.50 in Bar Embed BELOW Ht. 22.50 in 6.00 in Wall Weight 78.0 psf 78.0 psf Rebar Depth 'd' 3.75 in 5.25 in Masonry Data f' m Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Concrete Data f'c Fy 1,500psi 1,500 psi = 24,000 psi 24,000 psi Yes Yes = No No 25.78 25.78 1.000 1.000 7.60in 7.60 in RetainPro V4.Oa (c) 1989.96 ENERCALC Soil Density = 110.00 pcf FOOTING DATA 17 Use these 5 lines on the "Settings" tab = 1.50 ft Title : Crotti Residence Q5 R%- to enter your company = 3.50 Job # : 2000.003 Dsgnr: JPH Date:MAY 30,2001 name, address, and = 1,435 Description.... = 1.67 ft other items to be placed in = 0.00 in CMU = 0.00 in printout title block area. Surcharge Over Heel = 0.0 psf CANTILEVERED RETAINING WALL DESIGN Pagel oft GENERALk I SOIL DATA Retained Height = 5.25 ft Allow Soil Bearing = 1,500.0 psf Wall height above retained soil 2.75 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00: Active Soil Pressure - Heel Side = 35.0 psf Height of Soil over Toe 0.00 in Active Soil Pressure - Toe Side = 35.0 pcf Soil Density = 110.00 pcf FOOTING DATA O.Oft Toe Width = 1.50 ft Heel Width = 2.00 Total Footing Width = 3.50 Footing Thickness = 18.00 in KEY DATA = 1,435 Distance from Toe = 1.67 ft Width = 0.00 in Depth = 0.00 in SURCHARGES Surcharge Over Heel = 0.0 psf Surcharge Over Toe = 0.0 psf Passive Pressure = 250.0 pcf Water table height over heel = O.Oft SLIDING DATA 882.4lbs Friction Factor @ Footing & Soil 0.300 ...neglect ht. for passive O.00in Lateral Sliding Force = 758.0 lbs less Passive Pressure Force = 281.31bs less Friction Force = 882.4lbs Added Restraint Force Required = O.Olbs AXIAL LOAD APPLIED TO STEM Axial Dead Load = 760.0 lbs Axial Live Load = 870.Olbs Axial Load Eccentricity = 0.0 in FOOTING DESIGN RESULTS f'c = 2,000 psi Minimum Footing Rebar Options...... Fy = 40,000 psi Heel Side.... Minimum As % = 0.0018 Toe Side...... Rebar Cover @ Top = 2.00 in Not req'd Not req'd Rebar Cover @ Bottom = 3.00 in Mu .< S * Fr Mu < S * Fr DESIGN SUMMARY Total Bearing Load = 2,941 lbs Summary of Stem Section Designs.... ...resultant ecc. = 2.37 in Top: 8 in Mas, #5@ 8.00 in@Cntr, From 8.0 ft to 2.7 ft Soil Pressure @ Toe = 1,457 <= Toe Heel ACI Factored Soil Pressure = 2,140 1,058 psf Mu' : From Upward Loads = 0 1,364 ft-# Mu' : From Downward Loads = 0 1,264 ft-# Mu: Used For Design = 1,435 100 ft-# Key Reinforcement: Not Req'd = Mu<S*Fr Actual One -Way Shear = 13.74 1.01 psi Allowable One -Way Shear = 76.03 76.03 psi DESIGN SUMMARY Total Bearing Load = 2,941 lbs Summary of Stem Section Designs.... ...resultant ecc. = 2.37 in Top: 8 in Mas, #5@ 8.00 in@Cntr, From 8.0 ft to 2.7 ft Soil Pressure @ Toe = 1,457 <= 1,500 psf Soil Pressure @ Heel = 721 <= 1,500 psf ACI Factored Press @ Toe = 2,140 psf ACI Factored Press @ Heel = 1,058 psf Footing Shear @ Toe = 13.7 <= 76.0 psi Footing Shear @ Heel = 1.0 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio = 3.44 Sliding Ratio Ratio = 1.54 2nd: 8 in Mas, #5@ 8.00 in@Edge, From 2.7 ft to 0.0 ft RetainPro V4.Oa (c) 1989.96 ENERCALC 8" Mas w/ #5 @ Q ;^ Solid Gr( 8" Mas w/ #5 @ Solid Gr; #4 @ O.in @ toe #4 @ O.in @ heel #4 Horiz as shown Py Q3 V AA Pp= 281.25# FP 720.51 psf DL= 760., LL= 760.11, Ecc= O.in 1457.5psf 797.34# • "w Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software 2/28/01 10:20:34 AM IF I Company Info I Project Info R. C. E. 1Project: Crotti Residence 3060 Thorntree Dr.; Suite 10 JLocation: 9197 Goodspeed ST #6 Chico, CA, 95973 1 Durham, CA 95938 Phone: (530) 894-8833 lClient: Mario Crotti Fax: (530) 894-8882 JJob No.: 2001.003 E-mail: cj@r-c-e.com IFooting Id: F1 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... ConcreteCover ..................................................... Steel Ultimate Strength, Fy..................................:..... ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.5 ksf 2.0 ksf 2.0 ksf 3.50 ft. 3.50 ft. 30.00 in. 3.53 psi n/a psi ASTM -A615 .11 in' (1-#4) .11 in' (144) 1.4 ksf 1.9 ksf 1.5 ksf 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.50 0.00 0.00 Live Load 12.60 0.00 0.00 Wind Load 6.25 0.00 0.00 Earthquake 1.95 0.00 0.00 d= 30.00" W = 3.50' As = 1-#4 Bars As = 1-#9 Bars • r_. __---J!Cover = ,x3.00" Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software 2/28/01 10:20:41 AM ?9 F;L Company Info R. C. E. 3060 Thorntree Dr.; Suite 10 Chico, CA, 95973 Phone: (530) 894-8833 Fax: (530) 894-8882 E-mail: cj@r-c-e.com I Project Info (Project: Crotti Residence ILocation: 9197 Goodspeed ST #6 1 Durham, CA 95938 (Client: Mario Crotti (Job No.: 2001.003 (Footing Id: F2 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Gravity Only Soil Bearing Strength ................................. 1.5 ksf Wind Load Soil Bearing Strength .................................... 2.0 ksf Seismic Load Soil Bearing Strength ................................. 2.0 ksf Footing Width ...................................................... 4.00 ft. Footing Length ..................................................... 4.00 ft. Footing Depth ...................................................... 24.00 in. Punching Shear Stress .............................................. 9.65 psi Beam Shear Stress .................................................. .29 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .17 int (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .17 int (1-#4) Gravity Only Soil Bearing .......................................... 1.2 ksf Wind Load Soil Bearing ............................................. 1.2 ksf Seismic Load Soil Bearing .......................................... 1.2 ksf LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.71, + 1.87E) 0.9D + 1.43E UNFACTORED LOADS: Load'Case FY, (kips) MX, (ft -kips) MZ, (ft -k Dead Load 3.60 0.00 0.00 Live Load 13.00 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 d= 24.00" X W = 4.00' As = 1-#4 Bars As = 1-#4 Bars Cover-::: = 3.00" • .e Foot2000 ver. 1.0, Copyright © 1999-2000 Spycler Software 2/28/01 10:20:49 AM Company Info R. C. E. 3060 Thorntree Dr.; Suite 10 Chico, CA, 95973 Phone: (530) 894-8833 Fax: (530) 894-8882 E-mail: cj@r-c-e.com FOUNDATION PARAMETERS I Project Info JProject: Crotti Residence Location: 9197 Goodspeed ST #6 1 Durham, CA 95938 (Client: Mario Crotti (Job No.: 2001.003 Footing Id: F3 Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................. '................ Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... F3 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.5 ksf 2.0 ksf 2.0 ksf 3.00 ft. 3.00 ft. 18.00 in. 11.65 psi .51 psi ASTM -A615 .11 int (1-#4) .12 in' (1-#4) 1.4 ksf 1.4 ksf 1.4 ksf LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.43 0.00 0.00 Live Load 9.30 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 d = 18.00" X W = 3.00' As = 1-#4 Bars As = 1-#4 Bars Cover:::J= 3.00" • 4M. .A Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software Company Info R. C. E. 3060 Thorntree Dr.; Suite 10 Chico,.CA, 95973 Phone: (530) 894-8833 Fax: (530) 894-8882 E-mail: cj@r-c-e.com Garage B16 FOUNDATION PARAMETERS 8/24/01 7:59:42 AM I Project Info ]Project: Crotti Residence (Location: 9197 Goodspeed ST #6 1 Durham, CA 95938 ]Client: Mario Crotti ]Job No.: 2001.003 (Footing Id: F4 P, F y Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock ConcreteCover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Gravity Only Soil Bearing Strength ................................. 1.5 ksf FootingWidth ...................................................... 3.50 ft. FootingLength ..................................................... 3.50 ft. Footing Depth ...................................................... 18.00 in. Punching Shear Stress .............................................. 16.80 psi Beam Shear Stress .................................................. 3.36 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .18 in= (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .19 int (1-#4) Gravity Only Soil Bearing .......................................... 1.3 ksf LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 1.4D + 1.71, UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.50 0.00 0.00 Live Load 13.20 0.00 0.00 d= 18.00" X W = 3.50' As = 1-#4 Bars As = 1-#4 Bars Cover = 3.00" I /� • Foot2000 ver. 1.0, Copyright © 1999-2000 Sp)i6er Software 8/15/01 9:56:41 AM F5 F5 - Company cCompany Info I Project Info R. C. E. JProject: Cro.tti Residence 3060 Thorntree Dr.; Suite 10 JLocation: 9197 Goodspeed ST #6 Chico, CA, 95973 ( Durham, CA 95938 Phone: (530) 894-8833 JClient: Mario Crotti Fax: (530) 894-8882 JJob No.: 2001.003 E-mail: cj@r-c-e.com IFooting Id: F5 DECK B17 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Gravity Only Soil Bearing Strength ................................. 1.5 ksf Footing Width ...................................................... 2.00 ft. Footing Length ..................................................... 2.00 ft. Footing Depth ...................................................... 12.00 in. Punching Shear Stress .............................................. 9.13 psi Beam Shear Stress .................................................. .68 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength .............. .00 int Gravity Only Soil Bearing .......................................... 1.1 ksf LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 1.4D + 1.7L UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 0.90 0.00 0.00 Live Load 3.20 0.00 0.00 d= 12.00" C W = 2.00' X :::T3. over00" i STRUCTURAL CALCULATIONS RCE job #2001-003 for Mario Crotti Crotti Residence Lot #3 Nikki Creek LN Durham, CA 95938 Calculation Index: Page # • Gravity Loads 1 • Lateral Analysis LI — L15 • Beam Analysis BI — B18 • Retain Wall Analysis R1 — R4 • Foundation Analysis Fl — F3 Revision Summary: Rev. 0 Initial issue e!57l 0¢97 BUTT - Cou-. i it 30, ILD}NG DEPRRTMEM' A. D DrD n ROBERTS CONSULTING ENGINEERING 336 Broadway Suite #7 • Chico, CA 95928 • (530) 894-8801 E-mail: cj@r-c-e.com 8z Website: http://www.r-c-e.com 2/26/01 - Gravity Analysis - Crotti Residence - R.C.E. Job 2001.003 Gravity Loads: Roof Dead Load 1/2" OSB Ply. 1.7 psf Slope= Composition Roofing 5.0 psf 14 Trusses @ 24" o.c. 5.0 psf to 5/8" Gyp. 2.8 psf 12 Insul. 1.0 psf Misc. 2.1 psf ps ota (sloped) Iota[ oriz psf ota axia ps Roof Live Loadonstruction ps Wall Dead Load Wood Siding 2.5 psf (exterior) 3/8 Ply. 1.8 psf 2x6 Framing @ 16" o.c. 1.7 psf Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.8 psf ota11.0 ps Wall Dead Load 2x6 Framing @ 16" o.c. 1.7 psf (interior) Gyp. 2 sides 4.4 psf Misc. 1.9 psf Copywrite 2000 - Spyder Software ex, RorrI gESIDEWE � PiGE 2DOI.Op3 Py�i (� Y (1� I v.-71.2 " j 31- 4 %i' F I v M 9 • IT FLpo ' ✓='�`l- -- -- --- O 1;4e;- -01 Y Ni5E— 0t2,,y �C 5�-2n - >��•e1n — LF _1 (1� I v.-71.2 " j 31- 4 %i' F I v M 9 • R 0 T7 -T- g F5) D ENC E '�i L.E x200) , o • ahs F►oo 31.011 12' - S, Cl 2" - d..0" =,d' 81 X'P. '� ••--1 ... .- - - �. —.. - �- - Y ---'► 71-0 Fo- �j-f t E r r •r 1 J • �Ir r LAUNDRY I `F 3, r^ -� fi �J jay 1 �1 'r s I DIN111<4 2ooM10 -T Ii •0 - i �..�.p . _� .�1•. — - oi G „ . O - - - —C4 QE RSM . '01 X411 • � _.'e (]� dw rn j 1 - 1 L� I �P � I .__—•CRt]�TN..pi';:(' I �.,�.y±r..�i7.1'c_p..* -..../ O i I 41.311 `� 16 /c `a �\ LIVIHC4 2ooM Fo7E R a� — 9 rA oRc I _ P)OTTI P)ESJDIFNCE� 6,6,F a,0011003 Ott' 3 & A P) A 6- C -- 4 N N Pq L- 2/28/01 - Lateral Analysis - Crotti Residence - R.C.E. Job 2001.003_ UBC Wind Loads -- Method 1 Wind Speed: 75 mph Resultant Horizontal @ Wall Lines D -E Exposure: C p= Ce•Cq•gs•I where; feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' Ce = 1.06 @ 0 to 15' IWW OLW IWR OWR OLR OPR Ce = 1.13 @ 15 to 20' p= 12.2 7.61 10.7 0.0 10.7 10.7 psf - @ 0 to 15' Ce = 1.19 @ 20 to 25' p= 13.0 8.11 11.4 0.0 11.4 11.4 psf - @ 15 to 20' Ce = 1.23 @ 25 to 30' p= 13.7 8.6 12.0 0.0 12.0 12.0 psf - @ 20 to 25' Ce = 1.31 @ 30 to 40' p= 14.2 8.9 12.4 0.0 12.4 12.4 psf - @ 25 to 30' Ce = 1.43 @ 40 to 60' p= 15.1 9.4 13.2 0.0 13.2 13.2 psf - @ 30 to 40' Cq = 0.8 (IWW) Inward @ Windward Wall p= 16.5 10.3 14.4 0.0 14.41 14.4 psf - @ 40 to 60' Cq = 0.5 (OLW) Outward @ Leeward Wall 12.2 psf = 55 lbs. (IWW) @ 0 to 15' Cq = 0.7 (IWR) Inward @ Windward Roof 13.0 psf = 65 lbs. (IWW) @15 to 20' Mean Roof Height = 32.0 feet Cq = 0 (OWR) Outward @ Windward Roof 9.0 psf = 85 lbs. (OLW) @ 0 to 15' Uplift Pressure = 12.6 psf Cq = 0.7 (OLR) Outward @ Leeward Roof 12.6 psf = 0 lbs. (IWR) @ 30 to 40' Cq = 0.7 (OPR) Outward @ Parallel To Ridge 12.6 psf = 0 lbs. (OLR) @ 30 to 40' cis = 14.4 psf Fp = 205 plf - horiz. 1 st FLOOR 1 = 1 Importance Factor Wind Loading Roof Slope = 14 Rise to 12 Horiz. Roof Resultant Horizontal @ Wall Lines A-E & 1-2 Area Wind Loading Force Tributary Normal Resultant Horizontal @ Wall Lines A -D 12.2 psf = 98 lbs. (IWW) @ 0 to 15' Mean Roof Height = Area Pressure Force feet @ 9.0 psf = 72 lbs. (OLW) @ 0 to 15' 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' feet @ 12.6 psf = 0 lbs. (IWR) @ 30 to 40' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @15 to 20' feet @ 12.6 psf = 0 lbs. (OLR) @ 30 to 40' 5.00 feet @ 13.7 psf = 69 lbs. (IWW) @ 20 to 25' Mean Roof Height = 32.0 feet 5.00 feet @ 9.0 psf = 45 lbs. (OLW) @ 30 to 40' Uplift Pressure = 12.6 psf 15.00 feet @ 12.6 psf = 188 lbs. (IWR) @ 30 to 40' 15.00 feet @ 12.6 psf = 188 lbs. (OLR) @ 30 to 40' Fn = 1 490 nlf - horiz. Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines D -E Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @15 to 20' 5.00 feet @ 13.7 psf = 69 lbs. (IWW) @ 20 to 25' Mean Roof Height = 28.5 feet 5.00 feet @ 8.8 psf = 44 lbs. (OLW) @ 0 to 15' Uplift Pressure = 12.3 psf 8.50 feet @ 12.3 psf = 104 lbs. (IWR) @ 25 to 30' 8.50 feet @ 12.3 psf = 104 lbs. (OLR) @ 25 to 30' Fp = 321 plf - horiz. 2nd FLOOR Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines A-E & 1-2 Area Pressure Force 4.50 feet @ 12.2 psf = 55 lbs. (IWW) @ 0 to 15' 5.00 feet@ 13.0 psf = 65 lbs. (IWW) @15 to 20' Mean Roof Height = 32.0 feet 9.50 feet @ 9.0 psf = 85 lbs. (OLW) @ 0 to 15' Uplift Pressure = 12.6 psf 0.00 feet @ 12.6 psf = 0 lbs. (IWR) @ 30 to 40' 0.00 feet @ 12.6 psf = 0 lbs. (OLR) @ 30 to 40' Fp = 205 plf - horiz. 1 st FLOOR Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines A-E & 1-2 Area Pressure Force 8.00 feet @ 12.2 psf = 98 lbs. (IWW) @ 0 to 15' Mean Roof Height = 32.0 feet 8.00 feet @ 9.0 psf = 72 lbs. (OLW) @ 0 to 15' Uplift Pressure = 12.6 psf 0.00 feet @ 12.6 psf = 0 lbs. (IWR) @ 30 to 40' 0.00 feet @ 12.6 psf = 0 lbs. (OLR) @ 30 to 40' Fp = 169 plf - horiz. Copywrite 2000 - Spyder Software 2/28/01 - Lateral Analysis - Crotti Residence - R.C.E. ]ob 2001.003 Roof Tributary Normal Resultant Horizontal Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines 1-2 5.00 Area Pressure Force Mean Roof Height = 18.0 feet 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' Uplift Pressure = 11.1 psf 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @ 15 to 20' Mean Roof Height = 18.0 feet 5.00 feet @ 13.7 psf = 69 lbs. (IWW) @ 20 to 25' Mean Roof Height = 30.0 feet 5.00 feet @ 8.9 psf = 44 lbs. (OLW) @ 0 to 15' Uplift Pressure = 12.4 psf 12.00 feet @ 12.4 psf = 149 lbs. (IWR) @ 25 to 30' 12.00 feet @ 12.4 psf = 149 lbs. (OLR) @ 25 to 30' Fn = 1 410 nif - hnriz_ Garage Tributary Normal Resultant Horizontal Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines F -G 5.00 Area Pressure Force Mean Roof Height = 18.0 feet 10.00 feet @ 12.2 psf = 122 lbs. (IWW) @ 0 to 15' Uplift Pressure = 11.1 psf 4.00 feet @ 13.0 psf = 52 lbs. (IWW) @ 15 to 20' Mean Roof Height = 18.0 feet 14.00 feet @ 7.9 psf = III lbs. (OLW) @ 0 to 15' Uplift Pressure = 11.1 psf 0.00 feet @ 11.1 psf = 0 lbs. (IWR) @ 15 to 20' 0.00 feet @ 11.1 psf = 0 lbs. (OLR) @ 15 to 20' Fn = I 28S nlf - horiz. Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines F -G Area Pressure Force 5.00 feet @ 12.2 psf = 61 lbs. (IWW) @ 0 to 15' Mean Roof Height = 18.0 feet 5.00 feet @ 7.9 psf = 40 lbs. (OLW) @ 0 to 15' Uplift Pressure = 11.1 psf 0.00 feet @ 11.1 psf = 0 lbs. (IWR) @ 15 to 20' 0.00 feet @ 11.1 psf = 0 lbs. (OLR) @ 15 to 20' Fn = 1 101 nif - horiz. Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines 3-4 Area Pressure Force 5.00 feet @ 12.2 psf = 61 lbs. (IWW) @ 0 to 15' Mean Roof Height = 18.0 feet 5.00 feet @ 7.9 psf = 40 lbs. (OLW) @ 0 to 15' Uplift Pressure = 1 1.1 psf 15.00 feet @ 11.1 psf = 167 lbs. (IWR) @ 15 to 20' 15.00 feet @ 1 1.1 psf = 167 lbs. (OLR) @ 15 to 20' Fn = 1 434 nif - hnriz. Copywrite 2000 - Spyder Software 2/28/01 - Lateral Analysis - Crotti Residence - R.C.E. job 2001.003 PSL 1997 UBC Seismic Loads - Static Force Procedure where; V = (Cv*I)/(R*T) *W = 0.383 *W (Eqn 30-4) Z = 0.3 Zone 3 V = (2.5*Ca*I)/R *W = 0.164 *W (Eqn 30-5) 1 = 1.00 Importance Factor V = 0.1 1 *Ca*l *W = 0.059 *W (Eqn 30-6) hn = 30 feet R = 5.5 Plywood Shear Walls p= 0.164 *W (Eqn 30-5) governs Soil Profile Type Sp Seismic Source Type A Closest Distance Seismic Source n/a km Ct = 0.02 All other Buildings Foot print area, AB= 1375 ft2 T = 0.256 (Method A) Ca = 0.36 Table 16-Q Cv = 0.54 Table 16-R Na = 1.00 Table 16-S Nv = 1.00 Table 16-T W = Building Weight Use 0% of Snow Load in the Seismic design. Seismic Roof Loading Tributary Weights = 35.00 feet of Roof @ 27.00 psf Lines A to E 8.00 feet of Ext. Wall 11.00 psf 8.00 feet of Int. Wall @ 8.00 psf V 180 pit - horiz. ULT pit - honz. Seismic 2nd Floor Loading Tributary Weights = 30.00 feet of Floor @ 9.80 psf Lines A to E 19.00 feet of Ext. Wall 1 1.00 psf 19.00 feet of Int. Wall @ 8.00 psf V = pit - honz. ULT pit - honz. Seismic 1st Floor Loading Tributary Weights = 30.00 feet of Floor @ 9.80 psf Lines A to E 16.00 feet of Ext. Wall 11.00 psf 19.00 feet of Int. Wall @ 8.00 psf V 102 p onz. ULT pit - honz. Seismic Roof Loading Tributary Weights = 52.00 feet of Roof @ 27.00 psf Lines 1 to 2 13.00 feet of Ext. Wall 11.00 psf 12.00 feet of Int. Wall @ 8.00 psf V 269 p - honz. ULT pit - honz. Seismic 2nd Floor Loading Tributary Weights = 50.00 feet of Floor @ 9.80 psf Lines 1 to 2 19.00 feet of Ext. Wall 11.00 psf 44.00 feet of Int. Wall @ 8.00 psf V 172 pit - honz. ULT pit - honz. Copywrite 2000 - Spyder Software 2/28/01 - Lateral Analysis - Crotti Residence - R.C.E. ]ob 2001.003 Seismic 1 st Floor Loading Lines 1 to 2 V 119 p - ora. ULT 85 pit - horiz. Seismic Loading Lines F to G IV 163 pif - horiz. ULT 117 p ora. Seismic Loading Lines 3 to 4 92 p - ora. ULT 66 pit - honz. Copywate 2000 - Spyder Software P,:� L� Tributary Weights = 50.00 feet of Floor @ 9.80 psf 16.00 feet of Ext. Wall 11.00 psf 8.00 feet of Int. Wall @ 8.00 psf Tributary Weights = 44.00 feet of Roof @ 9.80 psf 14.00 feet of Ext. Wall 11.00 psf 0.00 feet of Int. Wall @ 8.00 psf 42.00 feet of Floor @ 9.80 psf Tributary Weights = 27.00 feet of Roof @ 9.80 psf 5.00 feet of Ext. Wall 11.00 psf 11.00 feet of Int. Wall @ 8.00 psf 16.00 feet of Floor @ 9.80 psf i 2/28/01 - Lateral Analysis - Crotti Residence - R.C.E. Job 2001.003 P. LAS Copywi to 2000 - Spyder Software 9 Lateral Load Summary Roof Level Loadings Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case A 6.5 128 490 169 0.83 3.19 Wind Controls B -North Side 6.5 128 490 73 0.83 3.19 Wind Controls B -South Side 4.0 128 490 6.0 0.51 1.96 Wind Controls C -North Side 4.0 128 490 C -North Side 0.51 1.96 Wind Controls C -South Side 6.0 128 490 Wind Controls 0.77 2.94 Wind Controls D -North Side 6.0 128 490 0.85 0.77 2.94 Wind Controls C -South Side 5.0 128 321 0.36 0.64 1.61 Wind Controls E -North Side 5.0 128 321 0.64 1.61 Wind Controls E -South Side 6.0 128 321 169 0.77 1.93 - Wind Controls 1 17.5 192 410 85 3.36 7.18 Wind Controls 2 17.5 192 410 3.36 7.18 Wind Controls Copywi to 2000 - Spyder Software 9 Lateral Load Summary 2nd Level Loadings Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case A 11.0 77 205 169 0.84 2.26 Wind Controls B -North Side 11.0 77 205 73 0.84 2.26 Wind Controls B -South Side 6.0 77 205 6.0 0.46 1.23 Wind Controls C -North Side 6.0 77 205 C -North Side 0.46 1.23 Wind Controls C -South Side 5.0 77 205 Wind Controls 0.38 1.03 Wind Controls D -North Side 5.0 77 205 0.85 0.38 1.03 Wind Controls D -South Side 6.0 77 205 0.36 0.46 1.23 Wind Controls 1 17.5 123 205 2.15 3.59 Wind Controls 2 17.5 123 205 169 2.15 3.59 Wind Controls Copywi to 2000 - Spyder Software 9 Lateral Load Summary 1st Level Loadings Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case A 11.0 73 169 0.80 1.86 Wind Controls B -North Side 11.0 73 169 0.80 1.86 Wind Controls B -South Side 6.0 73 169 0.44 1.02 Wind Controls C -North Side 6.0 73 169 0.44 1.02 Wind Controls C -South Side 5.0 73 169 0.36 0.85 Wind Controls D -North Side 5.0 73 169 0.36 0.85 Wind Controls D -South Side 6.0 73 169 0.44 1.02 Wind Controls 1 17.5 85 169 1.49 2.97 Wind Controls 2 17.5 85 169 1.49 2.97 Wind Controls Copywi to 2000 - Spyder Software 9 2/28/01 - Lateral Analysis - Crotti Residence - R.C.E. Job 2001.003 P, L.9 Garage Lateral Load Summary 1 st Level Loadings Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case F 12.5 117 193 1.46 2.41 Wind Controls G 12.5 117 193 1.46 2.41 Wind Controls 3 21.0 66 434 1.39 9.11 Wind Controls 4 21.0 66 434 1.39 9.11 Wind Controls Copywnte 2000 - Spyder Software G 2/26/01 - Lateral Analysis - Crott( Residence - R.C.E. job 2001.003 o Copywrire 2000 - Spyder Software �7 G 9.00 6.00 BasementSection I .I 1st Level (UBC Section 1630. ndLevel BC Section 1630. 1 Level East-West Direction: 145 28.68 0.099 15.97 Story Shear 3.64 kips Story Shear 3.83 kips Story Shear 6.28 kips p Max 1.00 p Max 1.00 (feet) (plf) (feet) (Pin p Max 1.12 Bolt Dia. (in.) Capacity (kips) Spacing L i Wall Line Lateral allall 6.35 all Applied Forces MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Applied Forces Resisting Resistive et Upliftommen[s ID • Load I Height I Length r, I Stress I Uniform Point Wind OTM I Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) (plf) (kif) (kips) 4.000 (foot -kips) (klf) (kips) (foot -kips) (kips) Simpson Products o Copywrire 2000 - Spyder Software �7 G 9.00 6.00 0.61 235 12.69 0.099 1.51 o et p i o vaD• w o 0 own Required! 2nd Seismic ' IM5T37w Level 3.19 9.00 22.00/ 145 28.68 0.099 15.97 0.577 MST37 w/ PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. 2nd Wind 1 2.969 MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths 8t Stresses East SideWest Side Sill Plate Shear Anchorage for above wall line (feet) (plf) (feet) (Pin Bolt Dia. (in.) Capacity (kips) Spacing L i 4.00 0.46 ITSM 48 in. o.c. o Copywrire 2000 - Spyder Software �7 G 9.00 6.00 0.61 235 12.69 0.099 1.51 w w x 8t . . 2nd mic ' IM5T37w Level �SLeiic 5.15 9.00 16.00 322 46.32 0.090 7.68 2.415 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 2nd Wind 1 2.969 MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths at Stresses East Side WestSide Sill Plate Shear Anchorage for above wall line (feet) (plf) (feet) (plf) Bol[ Dia. (in.) Capacity (kips) Spacing 4.00 0.46 0.500 m. O.C. o Copywrire 2000 - Spyder Software �7 G 9.00 6.00 0.61 235 12.69 0.099 1.51 w w x POST 8z SSTS 13 A.B. 2ndH4, mic 8.42 0.110 2.29 IM5T37w Level90 9.007.00 700 44.12 0.099 1.62 6.071 PHD8 w/ w/ PHD8 w/ 4x POST BL SSTB28 A.B. 2nd nd 1 2.969 MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths at Stresses East Side West Side Sill Plate Shear Anchorage for above wall line (feet) (pin) (feet) Will Bolt Dia. (in.) Capacity (kips) Spacing 4.00 0.46 n. o.c. o Copywrire 2000 - Spyder Software �7 G 9.00 6.00 0.61 235 12.69 0.099 1.51 1.863 w x 8t . . 2nd Seismic 8.42 0.110 2.29 IM5T37w L evel 3.53 9.00 6.00 #j 589 31.79 0.099 1.19 W/ w x 8t . 2nd Seismic 1 2.969 MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths BL Stresses East Side West Side Sill Plate Shear Anchorage for above wall line Level 9.00 4.00 0.46 176 6.35 0.090 0.61 1.434 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 4.55 9.00 4.00 568 20.46 0.090 0.48 4.995 MST60 w/ PHD6 w/ 4x POST 8t SSTB28 A.B. Wind 9.00 4.000 568 20.46 0.090 0.48 4.995 MST60 w/ PHD6 w/ 4x POST 8t SSTB28 A.B. Horizontal Diaphragm Lengths 8t Stresses East Side West Side Sill Plate Shear Anchorage for above wall line (feet) (pin (fee[) (plf) Bolt Dia. (in.) Capacity (kips) Spacing 48 in. o.c. o Copywrire 2000 - Spyder Software �7 G 9.00 6.00 0.61 235 12.69 0.099 1.51 1.863 w x 8t . . 2nd Seismic 8.42 0.110 2.29 IM5T37w L evel 3.53 9.00 6.00 #j 589 31.79 0.099 1.19 5.100 MST60 w/ PHD6 w/ 4x POST 8t SSTB28 A.B. Wind 1 2.969 MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths BL Stresses East Side West Side Sill Plate Shear Anchorage for above wall line (fee[) I (plf) (feet) I (pin Bolt Dia. (in.) Capacity (kips) Spacing - 0.500 in. o.c. o Copywrire 2000 - Spyder Software �7 G 7.00 0.31 w w x 8t Ist Seismic 8.42 0.110 2.29 0.876 MST37 w/ PHD2 w/ DBL 1x POST BL SSTB 16 A.B. Level 2.26 10.00 7.00 Co 323 0.577 26.62 0*; 10 1.80 3.546 MST48 w/ PHD2 w/ DBL 1x POST Bt SSTB 16 A.B. Wind 22.58 0.110 1.80 2.969 MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths 8t Stresses East Side Wes[ Side Sill Plate Shear Anchorage for above wall line (feet) (pin (feet) (010 Bolt Dia. (in.) Capacity (kips) Spacing L 0.500 30 n. o.c. o Copywrire 2000 - Spyder Software �7 G 2/26/01 - Lateral Analysis - Crotti Residence - R.C.E. Job 2001.003 D -BasementSection 13 1 st evel (UBC Section 1630.1 nd Level (UBC Section 1630. 1) 1st East-West Direction: Story Shear 3.64 kips Story Shear 3.83 kips Story Shear 6.28 kips 10.00 18.00/ 125 4.995 112.49 0.110 11.88 p Max 1.00 p Max 1.00 p Max 1.12 - Wall Line Lateral WallWall Wall Applied OTM orces Applied Forces Resisting OTM Resistive Net Uplift omments ID ' Load I Height I Length r, I Stress I Uniform Point OTM I Uniform Point OTM I Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) 54.13 (pin (klf) (kips) (foot -kips) (klf) (kips) (foot -kips) (kips) Simpson Products D 0.84. . w w x 8EA.B. 1st Se smic IMST37 Level 10.00 18.00/ 125 4.995 112.49 0.110 11.88 w w x 81 Ist Seismic - Horizontal Diaphragm Lengths 8E Stresses East Side West Side Sill Plate Shear Anchorage for above wall line Level 10.00 14. 0.16 62 8.68 0.110 9.16 o Net Uplift No Strap! w/ No Holdown Required! 3.49 10.00 7.00 r 166 6.071 54.13 0.110 1.80 7.476 HD8A w/ w/ HD8A w/ 6x POST 8t SSTB28 A.B. Wind 10.00 14. 166_ 23.26 0.110 7.19 1.148 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths 8t Stresses East Side West Side Sill Plate Shear Anchorage for above wall line (feet) (plf) (feet) (plf) Bolt Dia. (in.) Capacity (kips) Spacing m. o.c. D 0.84. 0.44 168 8.42 0.110 1.17 w w x 8EA.B. 1st Se smic IMST37 Level 10.00 18.00/ 125 4.995 112.49 0.110 11.88 5.589 MST60 w/ PH06 w/ 4x POSLU SSTB28 A.B. Wind Wind - Horizontal Diaphragm Lengths 8E Stresses East Side West Side Sill Plate Shear Anchorage for above wall line (feet) (plf) (feet) (pin Bolt Dia. (in.) Capacity (kips) Spacing 0.500 in. o.c. E 0-84 10.00 5.00 0.44 168 8.42 0.110 1.17 1.451 -wT-19:11 x 8< . 1st smic .r IMST37 Level k2.z610.00 5.00 452 22.58 0.110 0.92 4.332 M5T60 w/ PHD5 w/ DBL 2x POST 8t SSTB20 A.B. ind Horizontal Diaphragm Lengths 8E Stresses East Side West Side Sill Plate Shear Anchorage for above wall line (feet) (pin(feet) (plf) Bolt Dia. (in.) Capacity (kips) Spacing 0.500 n. o.c. CopytwRe 2000 - Spyder Software 2/28/01 - Lateral Analysis - Crottl Residence - R.C.E. Job 2001.003 Copywdre 2000 - Spyder Software Basement Section 163 1 st Level Section 1630. nd level B ec on I w x 8L . East-West Direction: Story Shear 3.64 kips Story Shear 3.83 kips Story Shear 6.28 kips Level p Max 1.00 p Max 1.00 p Max 1.12 4.2T8 PHD5 w/ DBL 2x POST BL 55TB20 A. qy Wall Line Lateralallall 1 all Applied Forces AppliedForces Resisting O Resistive et UpliftComments ID ' Load I Height length q Stress Uniform Point OTM Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) (pin (klf) (kips) (foot -kips) (kif) (kips) (foot -kips) (kips) Simpson Products Copywdre 2000 - Spyder Software . w x 8L . Basement Seismic Level 1.86 3.00 7.00 266 3.546 30.42 0.033 0.54 4.2T8 PHD5 w/ DBL 2x POST BL 55TB20 A. qy Wind 1 1 1 Horizontal Diaphragm Lengths 8[ Stresses East Side West Side 5111 Plate Shear Anchorage for above wall line (feet) I (plf) (feet) I (plf) Bolt Dia. (in.) Capacity (kips) Spacing m. O.C. Copywdre 2000 - Spyder Software . w x POST 8L SSTB 16 A.B. Basement Seismic Level 1.86 J. 5.00 Q 373 4.332 27.25 0.033 0.28 5.396 PHD6 w/ 4x POST 8t 55T828 A.B3 Wind Horizontal Diaphragm Lengths at Stresses East Side West Side Sill Plate Shear Anchorage for above wall line (feet) I (plf) (feet) I (plf) Bolt Dia. (in.) Capacity (kips) Spacing in. o.c. Copywdre 2000 - Spyder Software 2/28/01 - Lateral Analysis - Crotti Residence - R.C.E. job 2001.003 1 3.36 Basement (UBC Secdon 163 .1 st Level (UBC Section 1630,1 nd LevelSection I 0.099 North-South Direction: 1.401 Story Shear 2.99 kips Story Shear 4.30 kips Story Shear 6.72 kips p Max 1.00 p Max 1.00 Level p Max 1.00 22.00 Line Lateral all all 34.79 all Applied T Forces MST60 w/ PHD2 w/ DBL 2x POST Bz SSTB 16 A.B. -Wall Applied Forces --res-OTM Resistive et liftpComments ID • Load Height length r, Stress Uniform Point Wind OTM [ Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) MST3 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. (plf) (klf) (kips) 8.00 (foot -kips) (kin(kips) (foot -kips) (kips) Simpson Products 1 3.36 9.00 9.00 0.52 198 1.401 16.01 0.099 3.41 1.401 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 2nd Seismic Level 3.59 22.00 8.00 0.52 198 3.505 34.79 0.242 6.58 3.526 MST60 w/ PHD2 w/ DBL 2x POST Bz SSTB 16 A.B. 7.18 9.00 9.00je 422 34.21 0.099 2.67 3.505 MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths US sses Wind 9.00 13.500) 0.27 276 .np v 33.56 0.099 6.01 2.040 MST3 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. L 3.59 22.00 8.00 422 Bolt Dia. (in.) Capacity (kips) Spacing 74.35 0.242 5.16 8.649 HD IOA?w w/ HD IOA w/ 4x POST BL SSTB34 A.B. Horizontal Diaphragm Lengths 8t Stresses Wind East SideWest Side Sill Plate Shear Anchorage for above wall line (feet) (plf) (feet) (plf) Balt Dia. (in.) Capacity (kips) Spacing 10.00 3.00 81 0.500 0.8 48 in. c 2 3.36 9.00 12.50 0.34 129 1.401 14.54 0.099 6.57 0.637 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 2nd Seismic Level 3.59 9.00 13.50 1.0 0.34 129 3.505 15.71 0.099 7.67 0.595 MST37 w/ PHD2 w/ DBL 2x POST et SSTB 16 A.B. 7.18 9.00 12.5041 276 31.07 0.099 5.16 2.073 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths US sses Wind 9.00 13.500) 0.27 276 .np v 33.56 0.099 6.01 2.040 MST3 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. L 3.59 10.00 (feet) (pin (feet) (pIr) 175 Bolt Dia. (in.) Capacity (kips) Spacing 7.01 I I 0.500 0.818 24 in. o.c. 1.606 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths Bc Stresses Wind East SideWest Side Sill Plate Shear Anchorage for above wall line (feet) (plf) (feet) (plf) Bolt Dia. (in.) Capacity (kips) Spacing 10.00 3.00 0.500 0.818 48 in. o.c. 1 2.15 10.00 9.00 0.62 1 239 1.401 34.10 0.110 3.79 3.368 MST60 w/ PHD2 w/ DBL 2x POST Bt SSTB 16 A.B. 1st Seismic Level 3.59 10.00 9.00,1 0.27 399 3.505 67.47 0.110 2.97 7.166 HD8A w/ w/ HD8A w/ 6x POST 8t SSTB28 A.B. Wind • 3.15 0.110 0.42 0.908 MST37 w/ PHD2 w/ DBL 2x POST Bt SSTB 16 A.B. Horizontal Diaphragm Lengths US sses 10.00 13.50 0.27 East Side West Side .np v 22.19 Sill Plate Shear Anchorage for above wall line 8.52 } MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. L 3.59 10.00 (feet) (pin (feet) (pIr) 175 Bolt Dia. (in.) Capacity (kips) Spacing 7.01 I I 0.500 0.818 24 in. o.c. 2 2.15 10.00 4.00 0.27 105 4.19 0.110 0.75 0.862 MST37 w/ PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. Ist Seismic Level 10.00 3.00 0.27 105 0.637 5.06 0.110 0.42 1.546 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 3.15 0.110 0.42 0.908 MST37 w/ PHD2 w/ DBL 2x POST Bt SSTB 16 A.B. 10.00 13.50 0.27 105 0.595 22.19 0.110 8.52 1.013 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 3.59 10.00 4.00 175 7.01 0.110 0.59 1.606 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind 10.00 3.00 175 2.040 11.38 0.110 0.33 3.683 MST48 w/ PHD5 w/ DBL 2x POST 8E SSTB20 A.I SSTB 16 At 10.00 13.50 175 2.040 51.10 0.110 6.68 3.298 MST48 w/ PHD2 w/ DBL 1x POST 8t Horizontal Diaphragm Lengths at Stresses East Side West Side Sill Plate Shear Anchorage for above wall line (feet) I (pin (feet) IBolt Dia. (in.) Capacity (kips) Spacing 0.500 0.818 48 In. o.c. Copywrlte 2000 - Spyder Software 2/28/01 - Lateral Analysis - Crotd Residence - R.C.E. Job 2001.003 1 BasementSection 163 .1 Is[ LevelSection 1630. nd evel (UBC Section 1630.I 0.46 North-South Direction: Story Shear 2.99 kips Story Shear 4.30 kips Story Shear 6.72 kips 1.14 3.740 P Max 1.00 p Max 1.00 p Max 1.00 Wall Line Lateral Wall all all Applied Forces Applied Forces Resisting Restive et plift mments ID • Load Height Length r, Stress Uniform Point OTM Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) 16.62 (plf) (kip (kips) (foot -kips) (kin (kips) (foot -kips) (kips) Simpson Products 1 1.49 3.00 9.00 0.46 166 3.368 34.80 0.033 1.14 3.740 PHD5 w/ DBL 2x POST at SSTB20 A.B. Basement Seismic 1 Level 2.97 3.00 9.00 0.20 330 7.166 73.39 0.033 0.89 8.056 HD IDA w/ 4x POST 8E SSTB34 A.B. Wind 3.00 13.50 0.20 73 1.013 16.62 0.033 2.56 1.042 PHD2 w/ DBL 2x POST 8L SSTB 16 A.B. Horizontal Diaphragm Lengths 81 Stresses 2.97 3.00 4.00 Fast Side West Side 1.606 8.16 Sill Plate Shear Anchorage for above wall line 0.18 (feet) (p10 (feet) I IWO PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Bolt Dia. (in.) Capacity (kips) Spacing 0.500 0.818 24 in. o.c. 2 1.49 3.00 4.00 0.20 73 0.862 4.32 0.033 0.12 1.024 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Basement Seismic Level 3.00 3.00 0.20 73 1.546 5.29 0.033 0.13 1.722 PHD2 w/ DBL 2x POST a SSTB 16 A.B. 3.00 13.50 0.20 73 1.013 16.62 0.033 2.56 1.042 PHD2 w/ DBL 2x POST 8L SSTB 16 A.B. 2.97 3.00 4.00 145 1.606 8.16 0.033 0.18 1.996 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind 3.00 3.00 145 3.683 12.35 0.033 0.10 4.084 PHD5 w/ DBL 2x POST 8E SSTB20 A.B. 3.00 13.50 145 3.298 50.38 0.033 2.00 3.583 PHD2 w/ DBL 2x POST 8E SSTB 16 A.B. Horizontal Diaphragm Lengths 81 Stresses East Side West Side Sill Plate Shear Anchorage for above wall line (feet) I (plf) (feet) I (plf) Balt Dia. (In.) Capacity (kips) Spacing 0.500 0.818 48 In. o.c. fopywrlte 2000 - Spyder Software 2/28/01 - Lateral Analysis - Crotd Residence - R.C.E. Job 2001.003 Garage Ist (UBC Section 163) 16.00 16.00 0.24 East-West Direction: Story Shear 2.77 kips 22.17 0.528 57.45 o Net Uplift p Max 1.00 Ist Seismic Wall LineIateral all all 1.00 all Applied Forces Applied Forces Resisting O Resistive et pli Comments ID ' Load Height Length r, Stress Uniform Point OTM Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) 50.12 (pin (klf) (kips) (foot -kips) (klf) (kips) (foot -kips) (kips) Simpson Products 3 1.39 16.00 16.00 0.24 87 22.17 0.528 57.45 o Net Uplift No Holdown Required! Ist Seismic p Max 1.00 Level 9.11 16.00 16.00 0.32 570 all 145.81 1 0.528 45.06 6.297 PHDB w/ 4x POST at SSTB28 A.B. Comments Wind 11.00 6.00 Length 759 50.12 0.110 1.32 8.134 HD IOA w/ 4x POST 8t SSTB34 A.B. Horizontal Diaphragm Lengths 81 Stresses Wind See Noce (kips) (fee[) East Side West Side LBOID[ Sill Plate Shear Anchorage for above wall line (klf) (kips) (feet) I (plf) (feet) I (plf) (klf) (kips) (foot•kips) ia.(in.) Capacity (kips) Spacing 11.00 6.00 0.500 0.818 12 In. o.c. 4 1.39 11.00 6.00 0.32 115 7.62 0.110 1.68 0.989 PHD2 w/ DBL 1x POST 81 SSTB 16 A.B. Ist Seismic p Max 1.00 Level Lateral 11.00 6.00 0.32 115 all 7.62 0.110 1.68 0.989 PHD2 w/ DBL 2x POST et SSTB 16 A.B. Comments 9.11 11.00 6.00 Length 759 50.12 0.110 1.32 8.134 HD IOA w/ 4x POST 8t SSTB34 A.B. Force Wind See Noce (kips) (fee[) (feet) L (plf) (klf) (kips) (foot -kips) (klf) (kips) (foot•kips) (kips) 11.00 6.00 0.500 0.818 48 in. O.C. 759 50.12 0.110 1.32 8.134 HD IDA w/ 4x POST Bt SSTB34 A.B. Horizontal Diaphragm Lengths at Stresses East SideWest Side Sill Plate Shear Anchorage for above wall line (feet) (plf) (feet) (pin Bolt Dia. (in.) Capacityips) (kSpacing 0.500 0.818 12 in. o.c. Garage 1.46 Ist Level (UBC Section 1630.1) 40 16.02 North-South Direction: 199.94 Story Shear 2.91 kips Seismic p Max 1.00 Wall Line Lateral Wall Wall 67 all Applied TM Forces Applied Forces Resisting O Resistive et Uplift Comments ID • Load I Height Length r, Stress Uniform Point OTM Uniform Point OTM Force Used 100% of Tabulated Values See Noce (kips) (fee[) (feet) L (plf) (klf) (kips) (foot -kips) (klf) (kips) (foot•kips) (kips) Simpson Products F 1.46 11.00 36.00 0.1 I 40 16.02 0.363 199.94 o Net Uplift No Holdown Required! I st Seismic Level 2.41 11.00 36.00 67 16.54 0.363 156.82 o Net Uplift No Holdown Required! Wind Horizontal Diaphragm Lengths at Stresses st East SideWeSide L Sill Plate Shear Anchorage for above wall line (feet) (plf) (fee[) (plf) Bol[ Dia. (in.) Capacity (kips) Spacing I I 0.500 0.818 48 in. O.C. G 1.46 11.00 8.00 0.50 182 16.02 0.363 9.87 0.768 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Ist Seismic Level 2.41 11.00 8.00 302 26.54 0.363 7.74 2.349 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 1 Wlnd Horizontal Diaphragm Lengths 8t Stresses East Side West Side L Sill Plate Shear Anchorage for above wall line (feet) I (plf) (feet) I (plf) Balt Dia. (in.) Capacity (kips) Spacing I I 0.500 0.818 30 in. o.c. Copywnre 2000 - SpyCer Software WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 97d COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- I 6.5 ft I" ---------- ------------------- Dead I 1260 1260 Live I 728 728 Total I 1988 1988 B.Length 1 1.0 1.0 #######################_#_#_#_#_#_#_#_#.#########_################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code cheek. ########################################################################### ----------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------------------------------------------------------------- -- - Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 58 Fv' = 85 fv/Fv' = 0.69 Bending(+) fb = 752 Fb' = 1200 fb/Fb' = 0.63 Live Defl'n . 0.03 = <L/999 0.22 = L/360 0.13 Total Defl'n 0.08 = L/982 0.32 = L/240 0.24 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# --------------------------------------------------------------------------- --------------------------------------------------------------------------- Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 3231 lbs -ft Shear : LC# 2 = D+L, V = 1988, V@d = 1606 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------------------------- --------------------------------------------------------------------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Feb. 28, 2001 09:03:08 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.50 [ft] --------------------------------------------------------------------------- Load Combinations: ICBG -UBC --------------------------------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) --------------------------------------------------------------------------- >>Self -weight automatically included<< --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 27 (14.00)* No 2 Live Full Area 16 (14.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- I 6.5 ft I" ---------- ------------------- Dead I 1260 1260 Live I 728 728 Total I 1988 1988 B.Length 1 1.0 1.0 #######################_#_#_#_#_#_#_#_#.#########_################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code cheek. ########################################################################### ----------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------------------------------------------------------------- -- - Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 58 Fv' = 85 fv/Fv' = 0.69 Bending(+) fb = 752 Fb' = 1200 fb/Fb' = 0.63 Live Defl'n . 0.03 = <L/999 0.22 = L/360 0.13 Total Defl'n 0.08 = L/982 0.32 = L/240 0.24 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# --------------------------------------------------------------------------- --------------------------------------------------------------------------- Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 3231 lbs -ft Shear : LC# 2 = D+L, V = 1988, V@d = 1606 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------------------------- --------------------------------------------------------------------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Feb. 28, 2001 09:03:08 B2 0 WOOdWorkS® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 97d COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN RESULTS - NDS -1997 Beam DESIGN DATA: material 4xbeams lateral support: Top= Full Bottom= @Supports total length: 13.50 (ft] Load Combinations: ICBO-UBC --------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< ------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 10 (3.50)* No 2 Live Full Area 40 (3.50)* No 3 Live Full Area 8 (7.00)* No *Tributary width (ft) SUGGESTED SECTIONS that PASSED the CODE CHECK: ----------------- ------------------------------------------------------- I Species I bxd I Axial I Bending) Comb'd I Shear I Disp./ I Grade I in I fc/Fc'1 fb/Fb' I I fv/Fv'1 Allow. I--------------I-----------I-------I--------I--------I-------I-------- D.Fir-L 1 No. 2 9x12 0.92 0.56 0.49 >>For more detailed output, select a Suggested Section from the Data Bar.<< DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Feb. 28, 2001 09:45:28 Be 6 WOOdWOrkS® SIZ@r _ _ SOFTWARE FOR WOOD DESIGN 1.11 gg WoodWorks® Sizer 97d COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 19197 GOODSPEED ST 46 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 10.00 [ft) Load Combinations: ICBO-UBC INPUT LOADS: (force -lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 10 (13.00)* No 2 Live Full Area 40 (13.00)* No 3 Dead Point 830 8.00 No 4 Live Point 1225 8.00 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 10.0 ft I " ---------- ------------------- Dead 1 872 1370 Live 1 2845 3580 Total 1 3717 4950 B.Length 1 1.8 2.4 DESIGN SECTION: VG West.DF, 24F=V9�3!K125z15 @11?�134 plf This section PASSES the design cod heckJ"" ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 131 Fv' = 190 fv/Fv' = 0.69 Bending(+) fb = 1070 Fb' = 2400 fb/Fb' = 0.45 Live Defl'n 0.09 = <L/999 0.33 = L/360 0.27 Total Defl'n 0.12 = L/995 0.50 = L/240 0.24 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 10445 lbs -ft Shear : LC# 2 = D+L, V = 4894, V@d = 4095 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ----------- -------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Feb. 28, 2001 09:01:54 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B4 WoodWorks® Sizer 97d Feb. 28, 2001 09:46:46 COMPANY I PROJECT R. C. E.I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 19197 GOODSPEED ST 46 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 15.50 [ft] Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure-psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 10 (19.75)• No 2 Live Full Area 40 (19.75)` No 3 Dead Point 625 3.50 No 4 Live Point 2340 3.50 No -Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 15.5 ft I " ---------- ------------------- Dead 1 2156 1813 Live 1 7934 6651 Total 1 10090 8464 B.Length 1 3.0 2.5 ##############################H############################ DESIGN SECTION: VG West.DF,24F-V4, 5.125x15 @18.260 plf This section PASSES the design code check.,_. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection -in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 172 Fv' = 190 fv/Fv' = 0.91 Bending(+) fb = 2223 Fb' = 2400 fb/Fb' = 0.93 Live Defl'n 0.47 = L/394 0.52 = L/360 0.91 Total Defl'n 0.60 = L/309 0.77 = L/240 0.77 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000. 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 35605 lbs -ft Shear : LC# 2 = D+L, V =10090, V@d = 8833 lbs Deflection: LC# 2 = D+L Total Deflection - 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd - actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). . u B5 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 97d COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------------------------------------------------------- --------------------------------------------------------------------------- material: 4xbeams lateral support: Top= Full Bottom= @Supports total length: 5.00 [ft] Load Combinations: ICBO-UBC --------------------------------------------------------------------------- --------------------------------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 10 (7.00)* No 2 Live Full Area 40 (7.00)* Yes *Tributary Width (ft) --------------------------------------------------------------------------- --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- I 5.0 ft I^ ---------- ------------------- Dead 1 190 190 Live 1 700 700 Total 1 890 890 B.Length 1 1.0 1.0 ###################p#T#-########'##-#_#_#_#_#_#-#-################################### DESIGN SECTION: DFir:L, No, 2, 9x8 @ 6.027 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 40 Fv' = 95 fv/Fv' = 0.42 Bending(+) fb = 435 Fb' = 1137 fb/Fb' = 0.38 Live Defl'n 0.02 = <L/999 0.17 = L/360 0.13 Total Defl'n 0.03 = <L/999 0.25 = L/240 0.11 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 1113 lbs -ft Shear : LC# 2 = D+L, V = 890, V@d = 675 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) ------------------------------ DESIGN NOTES: ------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I Feb. 28, 2001 09:46:56 L Pq D (a j WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B6 Wood Works® Sizer 97d COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway 47, Chico, CA 95928 19197 GOODSPEED ST 06 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 15.50 [ft) Load Combinations: ICBG -UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 10 (9.00)• No 2 Live Full Area 40 (9.00)* No 3 Dead Full Area 27 (14.00)* No 4 Live Full Area 16 (14.00)* No 5 Dead Full Area 11 (9.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 15.5 ft I " ---------- ------------------- Dead 1 4536 4536 Live 1 4526 4526 Total 1 9062 9062 B.Length 1 2.7 2.7 ###############################_# j #W####"#"########H############################ DESIGN SECTION: VG West .DF, 24P'-V435R1257715=@186260 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection -in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------1----------------I------------------I Shear fv @d = 148 Fv' = 190 fv/Fv' = 0.78 Bending(+) fb = 2193 Fb' = 2400 fb/Fb' = 0.91 Live Defl'n 0.29 = L/636 0.52 = L/360 0.57 Total Defl'n 0.59 = L/317 0.77 = L/240 0.76 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'- 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 35114 lbs -ft Shear LC# 2 = D+L, V - 9062, V@d = 7600 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D -dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: Please = verify = that = the default deflection limits are appropriate for your application. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). GLULAM: bxd - actual breadth x actual depth. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Feb. 26, 2001 09:47:14 _ Pti B ' a WOOCIWOrkS® Sizer _ SOFTWARE FOR WOOD DESIGN B7 WoodWorks® Sizer 97d Feb. 28, 2001 09:47:28 MAXIMUM REACTIONS and BEARING LENGTHS •(force=lbs, length=in) I COMPANY I PROJECT I" ---------I------------------- Dead 1 R. C. E. I CROTTI RESIDENCE 1027 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 2082 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 1.00 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 625 DESIGN CHECK - NDS -1997 - Beam DESIGN DATA: million 1.00 1.00 material Timber -soft lateral support: Top= Full Bottom= @Supports total length: 10.00 [ft] + Load Combinations: ICBG -UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< ------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 10 (4.00)* No 2 Live Full Area 40 (4.00)* No 3 Dead Point 900 6.50 No 4 Live Point 649 6.50 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS •(force=lbs, length=in) I 10.0 ft I" ---------I------------------- Dead 1 590 860 Live 1 1027 1222 Total 1 1617 2082 B.Length 1 1.0 1.0 DESIGN SECTION:D.FiM,No. 1, 6712 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION vs DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 43 Fv' = 85 fv/Fv' = 0.51 Bending(+) fb = 591 Fb' = 1350 fb/Fb' = 0.44 Live Defl'n 0.05 = <L/999 0.33 = L/360 0.15 Total Defl'n 0.09 = <L/999 0.50 = L/240 0.17 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ----------------------------- Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 5966 lbs -ft Shear : LC# 2 = D+L, V = 2007, V@d = 1830 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------------------------- --------------------------------------------------------------------------- DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . J B8 _ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 97d COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN RESULTS - NDS - Beam DESIGN DATA: material: 4xbeams lateral support: Top= Full Bottom= @Supports total length: 13.50 (ft] Load Combinations: ICBG -UBC --------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< -------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Live Partial Area 40 (1.50)* 0.00 10.00 No 2 Dead Partial Area 10 (1.50)* 0.00 10.00 No 3 Dead, Partial Area 10 (3.50)* 10.00 13.50 No 4 Live Partial Area 40 (3.50)* 10.00 13.50 No 5 Dead Full UDL 100 No *Tributary Width (ft) SUGGESTED SECTIONS that PASSED the CODE CHECK: I Species I bxd I Axial I Bendin I Comb'd I Shear I Dis / I Grade I in I fc/Fc'I fb/Fb' I I fv/Fv'I Allow. I--------------I-----------I-------I--------I--------I-------I-------- D.Fir-L 1 No. 2 4x12 0.76 0.50 0.33 >>For more detailed output, select a Suggested Section from the Data Bar. DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Feb. 28, 2001 09:47:48 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 97d COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 17.00 [ft) Load Combinations: ICBO-UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< ---------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 9 (9.00)* No 2 Live Full Area 40 (9.00)* No *Tributary Width (ft) ------------------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 17.0 ft I ---------- ------------------- Dead I 783 783 Live I 3060 3060 Total I 3843 3843 B.Length I 1.9 1.9 DESIGN SECTION: VG West.DF, 29F V9, 325x15 @711.134 plf This section PASSES the design code check.. ########################################################################### ---------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- Shear I ---------------- fv @d I----------------I------------------I = 105 Fv' = 190 fv/Fv' = 0.55 Bending(+) fb = 1673 Fb' = 2400 fb/Fb' = 0.70 Live Defl'n 0.43 = L/477 0.57 = L/360 0.75 Total Defl'n --------------------------------------------------------------------------- 0.54 = L/379 0.85 = L/240 0.63 --------------------------------------------------------------------------- FACTORS: F --------------------------------------------------------------------------- CD CM Ct CL CF CV Cfu Cr LC# --------------------------------------------------------------------------- Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 16333 lbs -ft Shear : LC# 2 = D+L, V = 3843, V@d = 3278 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: --------------------------------------------------------------------------- --------------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Feb. 28, 2001 09:48:04 Woodworks® S"izer B10 SOFTWARE FOR WOOD DESIGN Woodworks® Sizer 97d COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway 07, Chico, CA 95928 19197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Simple lateral support: Top- Full Bottom= @Supports total length: 17.00 [ft] Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I i I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 9 (9.00)* No 2 Live Full Area 40 (9.00)* No 3 Dead Point 1040 12.50 No 4 Live Point 3680 12.50 No 5 Wind Point 1700 4.00 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 17.0 ft I " ---------- ------------------- Dead 1 1119 1608 Live 1 4034 5766 Total 1 5153 7374 B.Length 1 1.5 2.2 #########################N'##.#.##############N################################ DESIGN SECTION: I VG West.DF, 24F-V4,_5.125x15j @18.260 plf This section PASSES_the_desigri code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design 1 -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 131 Fv' = 190 fv/Fv' = 0.69 Bending(+) fb = 1805 Fb' = 2397 fb/Fb' = 0.75 Live Defl'n 0.44 = L/462 0.57 - L/360 0.78 Total Defl'n 0.56 = L/361 0.85 = L/240 0.66 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+- 2400 1.00 1.00 1.00 1.000 1.00 0.999 1.00 1.00 Fv' = 190 1.00 1.00 1.00 Fcp'- 650 1.00 1.00 E' = 1.8 million 1.00 1.00 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 28907 lbs -ft Shear : LC# 2 = D+L, V - 7219, V@d = 6691 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). GLULAM: bxd = actual breadth x actual depth. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Feb. 28, 2001 09:53:04 j F_ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B11 WoodWorks® Sizer 97d Feb. 28, 2001 09:03:20 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------------------------------------------------------- --------------------------------------------------------------------------- material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 13.00 [ft] Load Combinations: ICBO-UBC --------------------------------------------------------------------------- --------------------------------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< --------------------------------------------------------------------------- --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Wind Point 5200 4.00 No --------------------------------------------------------------------------- --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- I 13.0 ft I ---------- ------------------- Dead I 58 58 Live I 3600 1600 Total 1 3658 1658 B.Length 1 1.8 1.0 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ########################################################################### DESIGN SECTION: VG West. DF, 29F -V9, 3.125'� x12-@8.907 plf This section PASSES the design code check. ########################################################################### --------------------------------------------------------------------------- --------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 146 Fv' = 304 fv/Fv' = 0.48 Bending(+) fb = 2331 Fb' = 3840 fb/Fb' = 0.61 Live Defl'n 0.41 = L/380 0.43 = L/360 0.95 Total Defl'n 0.42 = L/374 0.65 = L/240 0.64 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# --------------------------------------------------------------------------- --------------------------------------------------------------------------- Fb'+= 2400 1.60 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.60 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = W, M = 14567 lbs -ft Shear : LC# 2 = W, V = 3658, V@d = 3649 lbs Deflection: LC# 2 = W Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------------------------- --------------------------------------------------------------------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). . I17 B12 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 97d COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: PSL total length: 17.00 [ft] Load Combinations: ICBO-UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< ----------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 9 (8.75)* No 2 Live Full Area 40 (8.75)* No *Tributary width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 17.0 ft I ^ ---------- ------------------- Dead I 826 826 Live I 2975 2975 Total 1 3801 3801 B.Length 1 1.0 1.0 ########################-#-#_##_##########-#-################################### DESIGN SECTION: 2.1E, 3100Fb, Sr25x125@1� 457 plf This section PASSES the des-gn code -check. `F'" ########################################################################### ---------------------------- SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) ----------------------------------------------- - ---- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear v @d = 3382 Vr = 11222 V/Vr = 0.30 Bending(+) M = 16155 Mr = 28814 M/Mr = 0.56 Live Defl'n 0.50 = L/405 0.57 = L/360 0.89 Total Defl'n 0.64 = L/317 0.85 = L/240 0.76 ------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ------------------------------ Fb'+= 3100 1.00 1.00 1.00 1.000 1.01 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.1 million 1.00 1.00 2 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 16155 lbs -ft Shear LC# 2 = D+L, V = 3801, V@d = 3382 lbs Deflection: LC# 2 = D+L EI=1308.14 million lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow w=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: --------------------------------------------------------------------------- --------------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 0 Q)'� Feb. 28, 2001 09:03:32 P WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN • B13 Wood Works® Sizer 97d Feb. 28, 2001 09:04:32 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN RESULTS - NDS -1997 Beam DESIGN DATA: --------------------------------------------------------------------------- --------------------------------------------------------------------------- material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 10.00 [ft] Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< --------------------------------------------------------------------------- --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load - ----I--------I-------------- I ----------------- I -----------------I-------- 1 Dead Full Area 9 (12.00)* No 2 Live Full Area 40 (12.00)* No 3 Wind Point 7730 5.00 No 4 Dead Point 300 3.00 No 5 Live Point 1325 3.00 No 6 Dead Point 900 7.00 No 7 Live Point 650 7.00 No *Tributary Width (ft) --------------------------------------------------------------------------- --------------------------------------------------------------------------- SUGGESTED SECTIONS that PASSED the CODE CHECK: --------------------------------------------------------------------------- --------------------------------------------------------------------------- I Species I bxd I Axial I Bendingi Comb'd I Shear I Disp./ I Grade I in I fc/Fc'I fb/Fb' I I fv/Fv'1 Allow. I--------------I-----------I-------I--------I--------I-------I-------- VG West.DF 1 24F -V4 3-12-5x13.5 0.81 0.73 0.86 2 24F -V4 (5.._l25x120.62 0.52 0.75 3 24F -V4 6.75x10.5 0.62 0.46 0.85 >>For more detailed output, select a Suggested Section from the Data Bar.<< DESIGN NOTES: --------------------------------------------------------------------------- --------------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). /3 B14 oodWorks® Sizer SOFTWARE FOR WOOD DESIGN Wood Works® Sizer 97d COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ---------------------------------------------------------- ---------------------------------------------------------- material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 10.00 [ft] Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) --------------------------------------------------------------------------- Criterion I Analysis Value I Design »Self -weight automatically included<< I Analysis/Design I -------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern Fv' = I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 9 (21.00)* No 2 Live Full Area 40 (21.00)* No *Tributary Width (ft) Live Defl'n MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- I 10.0 ft I ---------- ------------------- Dead I 1001 1001 Live I 4200 4200 Total I 5201 5201 B.Length I 2.6 2.6 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ###########################################�,#-#_##_#_######################## DESIGN SECTION: VG West.DF'29F=V4:3'.125x15 @11.134 plf This section PASSES the design code check j ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------=------------------------------------------------ --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I Shear ---------------- fv @d I----------------I------------------I = 125 Fv' = 190 fv/Fv' = 0.66 Bending(+) fb = 1331 Fb' = 2400 fb/Fb' = 0.55 Live Defl'n 0.12 = <L/999 0.33 = L/360 0.36 Total Defl'n --------------------------------------------------------------------------- 0.15 = L/811 0.50 = L/240 0.30 --------------------------------------------------------------------------- FACTORS: F --------------------------------------------------------------------------- CD CM Ct CL CF CV Cfu Cr LC# --------------------------------------------------------------------------- Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million -------------------------------------------------------------------------- 1.00 1.00 2 ---------------------------------------------------------------------- ADDITIONAL DATA ------ Bending(+): LC# 2 = D+L, M = 13002 lbs -ft Shear : LC# 2 = D+L, V = 5201, V@d = 3901 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: ----------- --------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n)., ,Feb. 28, 2001 09:04:40 19 He" t5rs WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B15 Wood Works® Sizer 97d Feb. 28, 2001 09:04:56 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA:' material Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 9.00 [ft] Load Combinations: ICBO-UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Live Point 2975 6.00 No 2 Dead Point 826 6.00 No 3 Wind Point 1050 6.00 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 9.0 ft I" ---------- ------------------- Dead 1 315 591 Live 1 1006 2013 Total 1 1322 2603 B.Length 1 1.0 1.3 DESIGN SECTION: VG West.DF,: 29F!V9, 3+1'25x12 @ 8.907 plf This section PASSES the design code check. - SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 101 Fv' = 190 fv/Fv' = 0.53 Bending(+) fb = 1229 Fb' = 2400 fb/Fb' = 0.51 Live Defl'n 0.08 = <L/999 0.30 = L/360 0.28 Total Defl'n 0.11 = <L/999 0.45 = L/240 0.24 -------------------------------------------------------------------------- -------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 7682 lbs -ft Shear : LC# 2 = D+L, V = 2514, V@d = 2523 lbs Deflection: LC# 3 = D+.75(L+W) Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------------------------- --------------------------------------------------------------------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). -- -.-. - PSBI(o ' WOOdWOrkS® SIZ@t' SOFTWARE FOR WOOD DESIGN B16 R. C. E. 336 Broadway #7, Chico, CA 95928 (530) 894-8801; fax (530) 894-8805 e-mail: cj@r-c-e.com Wood Works® Sizer 97d I PROJECT I CROTTI RESIDENCE 19197 GOODSPEED ST 06 I DURHAM CA 95938 I R.C.E. JOB # 2001.003 I DESIGN CHECK - NDS -1997 I ---------- Dead 1 Beam DESIGN DATA: Live 1 13200 13200 material: Glulam Simple 14651 14651 B.Length 1 lateral support: Top= Full Bottom= @Supports Live Defl'n total length: 24.00 (ft) = L/157 0.80 = L/360 Load Combinations: ICBO-UBC 2.29 INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) 1.20 - L/240 »Self -weight automatically included<< 1.69 Load ----------------------- Type I Type I Distribution I Magnitude I Location I Pattern CM Ct I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 9 (11.00)* No 2 Live Full Area 100 (11.00)' No `Tributary Width (ft) 2 Fv' = 190 MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 24.0 ft " I ---------- Dead 1 ------------------- 1451 1451 Live 1 13200 13200 Total 1 14651 14651 B.Length 1 4.4 4.4 DESIGN SECTION: VG West.DF, 24F -V4, 5.125x18 @21.911 plf #### WARNING: This section violates the following design criteria: #### Ben ng SECTION vs. DESIGN CODE (stress=psi, deflection=in) ----------------- ----------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design Shear fv @d = 208 Fv' = 190 fv/Fv' = 1.10 Bending (+) fb = 3812 Fb' = 2274 fb/Fb' = 1.68 Live Defl'n 1.83 = L/157 0.80 = L/360 2.29 Total Defl'n 2.03 = L/141 1.20 - L/240 1.69 FACTORS: F CD CM Ct CL CF CV Cfu Cr LCiI Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.948 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 87906 lbs -ft Shear : LC# 2 = D+L, V =14650, V@d =12819 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). GLULAM: bxd = actual breadth x actual depth. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Feb. 28, 2001 09:05:08 W alpLe ( s 5 N ? -- -----------►�S-B 7 C - WoodWorkS® SIZ@P SOFTWARE FOR WOOD DESIGN B17 WoodWorks® Sizer 97d Feb. 27, 2001 16:43:16 COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material Timber -soft lateral support: Top= Full Bottom= @Supports total length: 12.00 (ft) Load Combinations: ICBO-UBC ---------------------------------------- INPUT LOADS: -(force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ---------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (4.00)* No 2 Live Full Area 12 (4.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 12.0 ft I" " ----------I------------------- r Dead 1 450 450 Live I 288 288 Total I 738 738 B.Length I 1.0 1.0 ###########################-#_#_#_#_#_#_#_#-#-######.################################# DESIGN SECTION: D. Fir -L, No. 1, 6x12@151023 plf .._N;. This section PASSES the design code-check..---� ########################################################################### -------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) -------------- --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 15 Fv' = 85 fv/Fv' = 0.17 Bending(+) fb = 219 Fb' = 1350 fb/Fb' = 0.16 Live Defl'n 0.02 = <L/999 0.40 = L/360 0.05 Total Defl'n 0.05 = <L/999 0.60 = L/240 0.09 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 2214 lbs -ft Shear : LC# 2 = D+L, V = 738, V@d = 620 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------------------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. izer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 97d COMPANY I PROJECT R. C. E. I CROTTI RESIDENCE 336 Broadway #7, Chico, CA 95928 1 9197 GOODSPEED ST #6 (530) 894-8801; fax (530) 894-8805 1 DURHAM CA 95938 e-mail: cj@r-c-e.com I R.C.E. JOB # 2001.003 DESIGN CHECK - NDS -1997 Joist DESIGN DATA: --------------------------------------------------------------------------- --------------------------------------------------------------------------- material: Lumber -soft @ 16.0 [in] spacing lateral support: Top= Full Bottom= @Supports total length: 15.50 [ft] repetitive factor: applied where permitted(refer to online help) Load Combinations: ICBG -UBC ----------------------------------------------------------------=---------- --------------------------------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 9 (16.0)* No 2 Live Full Area 40 (16.0)* No *Tributary Width (in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- 1 15.5 ft I ---------- ------------------- Dead I 124 124 Live I 413 413 Total I 537 537 B.Length I 1.0 1.0 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ########################################################################### DESIGN SECTION: D.Fir-L, No.2, 2x12 @ 4.008 plf This section PASSES the design code check. ########################################################################### --------------------------------------------------------------------------- --------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 42 Fv' = 95 fv/Fv' = 0.44 Bending(+) fb = 789 Fb' = 1035 fb/Fb' = 0.76 Live Defl'n 0.24 = L/765 0.52 = L/360 0.47 Total Defl'n 0.32 = L/588 0.77 = L/240 0.41 -------------------------------------------------------------------------- -------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 2080 lbs -ft Shear : LC# 2 = D+L, V = 537, V@d = 472 lbs Deflection: LC# 2 = D+L Total Deflection = 1.00(Defln dead) +-Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------------------------- --------------------------------------------------------------------------- DESIGN NOTES: --------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. U Feb. 28, 2001 09:48:28 2 Use these 5 lines on the "Settings" tab Title Crotti Residence FOOTING DATA to enter your company Job # : 2000.003 Dsgnr: JPH Date: JAN 30,2001 name, address, and Description.... Total Footing Width other items to be placed in title block Footing Thickness P5 R printout area. = 2.00 in Distance from Toe CANTILEVERED RETAINING WALL DESIGN Page 1 oft I GENERAL SOIL DATA = 0.00 in Retained Height = 4.50 ft Allow Soil Bearing = 1,500.Opsf Wall height above retained soil 0.50 ft Equivalent Fluid Pressure Method = 0.0 psf Slope Behind Wall 0.00: Active Soil Pressure - Heel Side = 35.0 psf Height of Soil over Toe 0.00 in Active Soil Pressure - Toe Side = 35.0 pcf Soil Density = 110.00 pcf FOOTING DATA 125.0 lbs Toe Width = 1.50 ft Heel Width= 2.00 Total Footing Width _ = _ 3.50 Footing Thickness = 12.00 in (KEY DATA = 2.00 in Distance from Toe = 1.33 ft Width = 0.00 in Depth = 0.00 in ,SURCHARGES Surcharge Over Heel = 0.0 psf Surcharge Over Toe = 0.0 psf Passive Pressure = 250.0 pcf Water table height over heel = O.Oft (_SLIDING DATA Friction Factor @ Footing & Soil 0.300 ...neglect ht. for passive O.00in Lateral Sliding Force = 511.9 lbs less Passive Pressure Force = 125.0 lbs less Friction Force = 786.01bs Added Restraint Force Required = 0.0 lbs AXIAL LOAD APPLIED TO STEM Axial Dead Load = 935.0 lbs Axial Live Load = 905.Olbs Axial Load Eccentricity = 2.0 in FOOTING DESIGN RESULTS Toe Heel f'c = 2,000 psi Minimum Footing Rebar Options...... Fy = 40,000 psi Toe Side...... Heel Side.... Minimum As % = 0.0018 803 ft-# Rebar Cover @ Top = 2.00 in Not req'd Not req'd Rebar Cover @ Bottom = 3.00 in Mu < S * Fr Mu < S * Fr DESIGN SUMMARY Total Bearing.Load = 2,620 lbs Summary of Stem Section Designs.... ...resultant ecc. = 1.74 in Top: 8 in Conc, #5@32.00 in@Cntr, From 5.0 ft to 2.5 ft Soil Pressure @ Toe = 1,258 <= Toe Heel ACI Factored Soil Pressure = 1,858 1,117 psf Mu' : From Upward Loads = 0 1,077 ft-# Mu' : From Downward Loads = 0 803 ft-# Mu: Used For Design = 1,378 274 ft-# Key Reinforcement: Not Req'd = Mu<S Fr Actual One -Way Shear = 12.14 4.15 psi Allowable One -Way Shear = 76.03 76.03 psi DESIGN SUMMARY Total Bearing.Load = 2,620 lbs Summary of Stem Section Designs.... ...resultant ecc. = 1.74 in Top: 8 in Conc, #5@32.00 in@Cntr, From 5.0 ft to 2.5 ft Soil Pressure @ Toe = 1,258 <= 1,500 psf Soil Pressure @ Heel = 756 <= 1,500 psf ACI Factored Press @ Toe = 1,858 psf ACI Factored Press @ Heel = 1,117 psf Footing Shear @ Toe = 12.1 <= 76.0 psi Footing Shear @ Heel = 4.2 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio = 5.46 Sliding Ratio Ratio = 1.78 2nd: 8 in Conc, #5@32.00 in@Cntr, From 2.5 ft to 0.0 ft RetainPro V4.Oa _ V (c) 1989-96 ENERCALC Use these 5 lines on the "Settings" tab to enter your company name, address, and other items to be placed in printout title block area. Title Crotti Residence Job # : 2000.003 Dsgnr: JPH Date: JAN 30,2001 Description.... P, R �- Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Added Lateral Load Load @ Stem Above Soil -17.5 0.33 ' -5:8 935.0 1.67 500.0 1.83 1,558.3 916.7 525.0 1.75 918.7 1.33 TOTALS = 511.9 O.T.M. = 964.7 2,620.0 R. M. = 5,263.7 Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning CANTILEVERED RETAINING WALL DESIGN Heel Surcharge Not Used To Resist Overturning Page 2of2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS 602.4 lbs I _2nd Stem ... ..OVERTURNING..... .....RESISTING..... Design at this height above ftg 2.50 ft 0.00 ft Force Distance Moment Force Distance Moment Item _- lbs ft ft-# _.- lbs _ ft _- ft-# Heel Active Pressure = 529.4 1.83 970.5 Cente Design Data Soil Over Heel Wall Weight 660.0 2.83 1,870.0 Sloped Soil Over Heel = 4.00 in Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Added Lateral Load Load @ Stem Above Soil -17.5 0.33 ' -5:8 935.0 1.67 500.0 1.83 1,558.3 916.7 525.0 1.75 918.7 1.33 TOTALS = 511.9 O.T.M. = 964.7 2,620.0 R. M. = 5,263.7 Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Resisting/Overturning Ratio 5.46 Heel Surcharge Not Used To Resist Overturning Total Force @ Section STEM CONSTRUCTION & DESIGN 602.4 lbs Top Stem _2nd Stem Stem OK As < Min % Design at this height above ftg 2.50 ft 0.00 ft Wall Material Above "Ht" Concrete Concrete !' Thickness 8.00 in 8.00 in Rebar Size # 5 # 5 Rebar Spacing 32.00 in 32.00 in Rebar Placed at Cente Cente Design Data 7.96 in fb/FB + fa/Fa 0.409 No Good Total Force @ Section 119.0 lbs 602.4 lbs Moment.... Actual 553.9ft-# 1,378.2 ft-# Moment..... Allowable 1,355.1 ft-# 1,355.1 ft-# Shear..... Actual 2.48lbs 12.55 psi Shear..... Allowable i 76.03 psi 76.03 psi Bar Embed ABOVE Ht. 12.00 in #####.## in Bar Embed BELOW Ht. 12.00 in 7.96 in Wall Weight 100.Opsf 100.0 psf Rebar Depth 'd' 4.00 in 4.00 in Masonry Data f' m Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Concrete Data f'c Fy 2,000 psi 2,000 psi 40,000 psi 40,000 psi RetainPro V4.Oa (c) 1989.96 ENERCALC 8" Conc w/ #5 @ 32 in n/r #4 @ O.in @ toe #4 @ O.in @ heel #4 Horiz as shown V-6" 3'-6" -9" 5'-0" 4'-6" 1_ 2" 1 ' 0.. C 3" 1=2'� 2'-0" P5 f� 3 At 'A Pp= 125.# DL= 935., LL= 935.#, Ecc= 2.in 1258.psf 529.38# W756.27pf P.� R �i 01 Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software 2/28/01 10:20:34 AM iq I Company Into R. C. E. 3060 Thorntree Dr.; Suite 10 Chico, CA, 95973 Phone: (530) 894-8833 Fax: (530) 894-8882 E-mail: cj@r-c-e.com I Project Info [Project: Crotti Residence (Location: 9197 Goodspeed ST #6 1 Durham, CA 95938 (Client: Mario Crotti [Job No.: 2001.003 IFooting Id: F1 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ....................................................... Concrete Cover ...................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. Footing Width ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.5 ksf 2.0 ksf 2.0 ksf 3.50 ft.,0_, 3.50 ft. 30.00 in -0 3.53 psi n/a psi ASTM -A615 .11 in= (1-#4) .11 in' (1-#4) 1.4 ksf 1.9 ksf 1.5' ksf 1A D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.50 0.00 0.00 Live Load 12.60 0.00 0.00 Wind Load 6.25 0.00 0.00 Earthquake 1.95 0.00 0.00 d= 30.00" k W = 3.50' As = 1-#4 Bars As = 1-#4 Bars Cover = 3.00" Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software 2/28/01 10:20:41 AM F;. Company Info R. C. E. 3060 Thorntree Dr.; Suite 10 Chico, CA, 95973 Phone: (530) 894-8833 Fax: (530) 894-8882 E-mail: cj@r-c-e.com I Project Info (Project: Crotti Residence ILocation: 9197 Goodspeed ST #6 1 Durham, CA 95938 (Client: Mario Crotti (Job No.: 2001.003 (Footing Id: F2 FOUNDATION PARAMETERS. Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ............................................... Gravity Only Soil Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. Footing Width ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.5 ksf 2.0 ksf 2.0 ksf 4.00 ft. 4.00 ft. 24.00 in. 8 9.65 psi .29 psi ASTM -A615 .17 int (1-#4) .17 in= (1-#4) 1.2 ksf 1.2 ksf 1.2 ksf 1A D + 1.7L 0.75(1.4D + 1.71, + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.71, + 1.87E) 0.9D + 1.43E UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.60 0.00 0.00 Live Load 13.00 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 d= 24.00" X W = 4.00' \ _/ As = 1-#4 Bars As = i-#4 Bars �o,� ::: Cover 3.00" Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software 2/28/01 10:20:49 AM r� Company I R. C. E. 3060 Thorntree Dr.; Suite 10 Chico, CA, 95973 Phone: (530) 894-8833 Fax: (530) 894-8882 E-mail: cj@r-c-e.com FOUNDATION PARAMETERS Pro]ect into (Project: Crotti Residence ILocation: 9197 Goodspeed ST #6 1 Durham, CA 95938 (Client: Mario Crotti (Job No.: 2001.003 (Footing Id: F3 Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ....................................................... Gravity Only Soil Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.5 ksf 2.0 ksf 2.0 ksf 3.00 ft 3.00 ft. 18.00 in4 11.65 psi .51 psi ASTM -A615 .11 in' (1-#4) .12 in' (1-#4) 1.4 ksf 1.4 ksf 1.4 ksf 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.43 0.00 0.00 Live Load 9.30 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 a= 18.00" X W = 3.00' As = 1-#4 Bars As = 1-#4 Bars ::::T3. over00" COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev.12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 040-100-066 ZONING A-10 BUILDING PERMIT OWNER CROTTI MARIO TELEPHONE 879-1874 SO. FT. OCC. BUILDING = — - . `'," 416-1-20 VALUATION .OWNERS MAIUNG ADDRESS 9197 GOODSPEED 6 DURHAM CA 95938 _31602 CONTRACTOR'S NAME WILLIAM SQUIRES TELEPHONE 1 CONTRACTOR'S MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAIUNG ADDRESS Total Valuation $ 16-3.20 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 72.00 ARCHITECT OR ENGINEERS MAID KESS i % Plan Checking Fee $ 46.80 BUILDING ADDRESS T , Energy Plan Checking Fee $ $ PERMIT FEE $ 1-18-80 LOT NO. SUBDNISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF)� Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel 13 Utilities ❑ Installation ❑ Other ❑ Describe Work: q ia.`\1y rn 6, I cvi C� �1 ! y I tr-s a Gas piping stem 1 - 5 outlets 15.00 Buildingsewer 15.00 Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Main Service 200AORLESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is II 10and effect. / ('� (b_� License Class � � Lic. No. �� 5 �+y OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation pr visions of section 3700 of the Labor Code, I shall forthwith complythos vis7Cntractr S — 1 ^ ®1 X Date 11 Signature of Applicant - ❑ Owner ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service TO 46.00so CCU000A NEW CONST. DWELLING OCCUP. SO WEL OR ADDNS. ( & ACC. BLDS. 3.5¢FT_ NEW CONST.MULTI-OUTLET 97,50 POWELER APPARUTLET ATUCIR.S a SINGO Ex. OCCU OUTLET OR FDfTURES 20 aq� I:So LNS Ex. Occu , oFimETs R610.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE S MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ 138.80 HAZ. p. FEES IMPFLOOD CDF PARCEL PO HD IS ' This permit is hereby issued under the applicable of the Butte County Code and/or Resolutions indicated above for whic have been By Q /Date PERMIT EXPIRES ON j ( De provisions to do work paid. �d ? 7 1 J ) 0� Receipt No. �ili5R5 [� �Qil WHITE-D.D.S.-B.D. C NA�1Y-ASS SSOR PINK -INSPECTOR GOLDENROD -APPLICANT 7 County Center Drive • Oroville, California SON ?Telephone (Rev. 12/96) 95965' (530) 538-7541 PERMIT NO APPLICATION AND PERMIT N tEitOR PAFl:EI "UYEOI D ^ // �~ r�CD OWNER �� C� _ BUILDING PERMIT f 1 reLo"oNe AOGd SO. TOCC. OIN3 VA LUATIONON10 #S C I 7 TELEPIgNE W ! �/ CONnIACTORa AVJ NG ADDAIE 2 CONSTRUCnONLENDER -------------- LENDER*! LMRNo ADOR"I Fireplace ARCNRECT OR ENGINEER Tote) Valuation = I UCENME No. Filing Fee ARc.rrEcr � EHOHeERa VAMP=ADORess t 20.00 Permit Fee s GO OULONOADORESS Plan Checkino Fee E Energy Plan Checking Fee = i Lor No. •LIS°^'»1D1+a wAa RAM PERMIT FEE $MAP c6 PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE h Tr 7.0o SFO Duplex O Mobilehome O Other Solar at um water heater 23.00 Water f In 15.00 TYPE OF WORK Each gas water h r or vent 15.00 New D Addition O Remodel O Utllities O Installation O Other 13Gas i in stem 1 - 5 lists —Ts—. —00 Describe Work: �{- (� I Buildin sewer 15.00 t •�[� (r ylk (� Mobile Home S G W ±(!jP20*00 PERMIT FEE t ELECTRICAL PERMIT FilingFee 20.00 -- -- - ---- Ma Service WOV LES OR LESS 23.00 Main ice IOOA To iw0A 48.00 NEW CONST. OWRijNoOCCUP. OR ADDNS. A ACC. ns. 3.50F°. sins. NON•RESIO. ' VUL.T4ounEr 97.50 • � AMTtlS i sEgLE CIR. I Ex. OccU . ounEr oR Es W-01.00 SAL .SO I Ex. Occup. rucEo APPurs. oa ounETs Esso. EA 5.00 1 I Temporary Service 23.00 Mobile Home Facilities P0.00 .. Misc. Witina 123.00 PERMIT FEE t *PERMIT FEE PAID MECHANICAL PERMIT Fling Fee 1 20.00 SRA - eating Co SHERIFF Hood 13.50 OTHER ventilation PERMIT FEI: _ Mobile Home Installation Fee t ---�— Energy Inspection Fee S occ CONST TYPE TOTAL FEE _ AMOUNT RECEIVED NAZ 0. FEES UAP FLOOD �f PMLEl ro NO ExVE This permit is hereby Issued under the applicable provisions of the Butte County Code and/or Resolutions to do Work *RECEIPT NVMSER � Sgs Indicated above for which fees have been pad. * TO 8E PVT INTO COMKn ER By Date PERMIT EXPIRES ON COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICATION DATA SHEET /, OWNER: �.(�" � , ti it (7 ASSESSOR PARCEL k!U BER: �� D'' I�V — �rp 6 Proposed Building Use: , SQF i nb l r IS Building Inspector: 1. -� Date:', 23 r At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By ' El1. All items have been submitted .------------------------------------------------------------------------------------- . Plot plans, 3/4 sets, signed by the preparer of plans. --------------- --------------------------------------------- '. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- ' ,g. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- El 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ 06. Energy Design Compliance and supporting documentation. ---------------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- El8. Hazardous Material Form. ------------------------------------------------------------------------------------------ ❑ 9. Manufactured Home data and installation instructions including Tie Down Specifications .------------------ ;'r ❑ 10. Fees of $ ------------------------------------------------------------------------------------- ❑ 11. Impact fees as shown on the attached schedule. ----------------------------------------------------------------- ❑ 12. California Department of Forestry plan approval/fees. --------------------------------------------------------- ❑ 13. Flood elevation certificate. ---------------------------------------------------------------------------------------- ❑ 14. Sanitation and plot plan approval Health Department. -------------------------------------------- ❑ 15. City of Chico plumbing permit. ----------------------------------------------------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. ---------------------------------------------- ❑ 17. Planning approval for (A) Use: (B) Parking: -------------------------- ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ----------------------- ❑ 19. Encroachment Permit for driveway (construction approval prior to occupancy). ---------------------------- 0 20. Pre -inspection for required Request to Building Inspector on (Date) 021. Contractor's license information. (Number, Name Style, Classification). ------------------------------------ ❑22. Workers' Compensation carrier and policy number. ------- 7 -------------------------------- 7 ----------------- ❑23. Owner -Builder Verification (Given to owner ❑, Mailed to owner EI) - -------------------------------------- ❑24. Letter of signature authorization. -------------------------------------------------------------------------------- ❑ 25 . Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- ❑ 26. Letter of intent on building use. ----------------------------------------------------------------------------------- ❑27. Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑28. Existing violations and/or expired permits. ---------------------------------------------------------------------- ❑29. ❑433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ . --------------- 030. Other: ------- ,Vlen you issue therpermLit, process as follows 11Mail to owner, ❑Mail to contractor. SCJ TelephoneeCn TAS T and hold for is p t 1c0 of . 11 Deliver with inspector, cCn r. i 1Arn Ypres - App cant: Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: Copy of plans sent 11Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised -of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, byDaaW: Plans reviewed by: Date: Plans approved by: Ogg Date: ... 0 Sets of plans on hold in 11 Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. I ..1 '�+ w0 • a Plan Check Comments . Crotti Residence - AN 040-100-060 -Permit #01-0497 The following responses are in regards to the plan check comments made on March 30, 2001 by Martha Whitney, Butte County Plans Examiner. 1. The flood elevation certificate has been revised by Mr. Robert G. Agee. 2. Building pads for both the residence and the garage are going to be elevated above flood plain level. 3. B. 0. 4. The window in the upstairs bedroom has been modified to be a 2-10 6-2. 5. The hot water heater has been relocated to the laundry room on page five. Charles). Roberts, PE (530) 894-8833 OA C14Z— a.� ro Y. ROBERTS CONSULTING ENGINEERING 3060 THORNTREE #10 • Chico, CA 95973 • (530) 894-8833 Plan Check Comments . Crotti Residence - AN 040-100-060 -Permit #01-0497 The following responses are in regards to the plan check comments made on March 30, 2001 by Martha Whitney, Butte County Plans Examiner. 1. The flood elevation certificate has been revised by Mr. Robert G. Agee. 2. Building pads for both the residence and the garage are going to be elevated above flood plain level. 3. B. 0. 4. The window in the upstairs bedroom has been modified to be a 2-10 6-2. 5. The hot water heater has been relocated to the laundry room on page five. Charles). Roberts, PE (530) 894-8833 OA C14Z— a.� ro Y. • 0 • 40 7/24/01 - Lateral Analysis - Henderson Salem - R.C.E. Job 2001.036 B 10.18 stU ecuon 30. 2nd Section I rd Section 0. East-West Direction: Level Story Shear 9.05 kips Story Shear 8.23 kips Story Shear 6.74 kips p Max 1.00 p Max 1.00 p Max 1.00 East Side West Side 10.00 all Line Lateral all all 10.96 all Applied O ones Applied orces Resisting OTM Resistive Net Uplift Comments ID ' Load Height Length r, Stress Uniform Point OTM Uniform Point 16.00 OTM farce Used 100% of Tabulated Values See Note (kips) (feet) (feet) PHD2 w/ DBL 2x POST Bt SSTB 16 A.B. (plf) (kln (kips) (foot -kips) (klf) (kips) 166 (foot -kips) (klps) Simpson Products B 10.18 10.00 7.00 w x OST & SSTB 16 A.B. lst Seismic . Z.U8 Level 2.B3 10.00 15.00 189 28.31 0.100 7.50 1.388 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind Horizontal Diaphragm Lengths & Stresses Level East Side West Side 10.00 3.50 Sill Plate Shear Anchorage for above wall line 313 (feet) (plf) (feet) (plf) 10.96 0.100 Bolt Dia. (in.) Capacity (kips) Spacing 2.982 PHD2 w/ DBL 2x POST 8E SSTB 16 A.B. n. o.c. B 10.18 10.00 7.00 0.35 313 . Z.U8 Z.Bjj PHDZ w x POST 8t SSTB 16 A.B. Ist Seismic Level 10.00 3.50 0.35 313 10.96 0.100 0.52 2.982 PHD2 w/ DBL 2x POST 8E SSTB 16 A.B. 10.00 6.00 0.35 313 18.79 0.100 1.53 2.876 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 10.00 16.00 0.35 313 50.10 0.100 10.88 2.451 PHD2 w/ DBL 2x POST Bt SSTB 16 A.B. 5.40 10.00 7.00 166 11.62 0.100 1.63 1.427 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind 10.00 3.50 166 5.81 0.100 0.41 1.543 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 10.00 6.00 166 9.96 0.100 1.10 1.460 PHD2 w/ DBL 2x POST et SSTB 16 A.B. 10.00 16.00 166 26.56 1 0.100 8.53 1.127 PHD2 w/ DBL 2x POST u SSTB 16 A.B. Hori:antal Diaphragm Lengths 8t Stresses Side West Side Sill Plate Shear Anchorage for above wall line (feet) (plf) (feet) (plf) Bol[ Dia. (in.) Capacity (kips) Spacing 24 m. o.c. w x P051 8E 55 1 B 16 A.B. 1st Seismic Level 10.00 6.00 0.34 303 18.19 0.100 1.53 2.776 PHD2 w/ DBL 2x POST 8E SSTB 16 A.B. 10.00 6.00 0.34 303 18.19 0.100 1.53 2.776 PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. • 10.00 4.00 0.34 303 12.12 0.100 0.68 2.861 PHD2 w/ DBL 1x POST 8t SSTB 16 A.B. 2.56 10.00 6.00 117 6.99 0.100 1.20 0.965 PHD2 w/ DBL 2x POST 8t SSTB16 A.B. Wind 10.00 6.00 117 - 6.99 0.100 1.20 0.965 PHD2 w/ DBL 2x POST Bt SSTB 16 A.B. 10.00 6.00 117 6.99 0.100 1.20 0.965 PHD2 w/ DBL 2x POST u-SSTB 16 A.B. 10.00 4.00 117 4.66 0.100 0.53 1.032 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths Bt Stresses East SideWst Si ede Sill Plate Shear Anchorage for above wall line (feet) (plf) (feet) (plf) Bal[ Dia. (In.) Capacity (kips) Spacing 24 m. ..c. Copywrire 200/ - Spyder Software March 30, 2001 Mario Crotti 9197 Goodspeed #6 Durham, CA 95938 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Parcel Number: 040-100-066 Building Permit Number: 01-0497 This office reviewed building plans for the permit application referenced above. The plans examiner's comments are listed in Part I below. Please respond in writing to each comment in Part -I by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Indicate which detail, specification or calculation shows the requested information. Additional response information is included on the response form. Your complete and clear response will expedite the recheck and approval of this project. If more than one party is responsible f6r plans, all party's must respond on the PLAN REVIEW RESPONSE FORM. PART -I Provide additional information and/or make revisions to plans, specifications 'and calculations as follows: 1. Provide revised flood elevation certificate with all items in section C addressed by the engineer. Not all requirements for building in the flood plain can be determined until corrected elevation certificate is received. 2. Plans must show construction requirements for building in the flood plain. Garage must show wet flood proofing construction and vents required for flow thru. Vent are to be sized specific to building square footage, one square inch per each square foot and vents must be located on two sides of the structure. Garage or man doors may not be used for required vents, but vents may be installed in the doors. Under floor vents on the house must be sized for the entire underfloor area. These may be located on the walk out side of the underfloor area. Piping shown on plans does not meet requirements for required size of vent area. ` 3. Fire sprinklers are required in this structure. Please make application for permit and provide two sets of plans prepared by a licensed C-16 contractor. Permits for house and fire sprinklers will only be issued concurrently. 4. Provide a minimum of Venteen square feet of window area in t , upstairs bedroom which currently only has one window. This window is undersized for required light and ventilation. 5. Water heater located in the attic must be provided with permanently attached ladder giving access to attic. Please provide exact location of water heater and provide requirements for light, outlet and switch at attic access. These requirement are from the Uniform Plumbing Code Section 511. Review of the building plans by the Butte County Building Division engineer has not been completed at this time. Any additional comments from the engineer will be addressed in separate correspondence. Plan check will continue upon receipt of all of the above items. Additional comments may be generated from your response above where the plan documents were incomplete, inconsistent or not adequate to depict code compliance.. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between 1:00 P.M. and 4:00 P.M., Monday through Fridays. PART -II The items identified below must be submitted prior to permit issuance. These items were noted at the time of permit application on the PERMIT APPLICATION DATA SHEET. 1. Complete and return your School Impact Fee form. 2. Complete and return your Park Impact Fee form 3. Provide Health Department Clearance. 4. Balance of building permit fees is $1389.84 5. Pay Sheriff fees of $360.00 6. Pay water tender fees of $200.00. 7. Provide a recorded copy of your Agricultural Acknowledgment Statement. Sincerely, Martha Whitney Plans Examiner cc: Charles Roberts PRC—ECT PROCESSING RFr:ORD APPLICANT: OWNER. PER�r r: A. P. 1: WORK DESCRIPTION: I U ps: to) - �4-1 " col �Z_l, M ME � � � I �`•� Com' fir' celk -22 '-720 0 47) �a Cols� 4-o 8 • -a • 2q •91 G(s-Q.�- ko `fir Care RESIDENTIAL PLAN REVIEW GUIDE SINGLE FAMILY, DUPLEXAND MISCELLANEOUS ONLY Owner: no Building Permit Number: Plans Examiner: Yw,D A P. Number; 0 0 O0 oC� GENERAL: - 1. Zoning requirements - (number of permitted living units). I. Building permit valuation. 3. Plans signed by the designer. 4.. Proper description of work. on the application. 5. Existing violations on the property. 6. Recorded notice of violation. PLOT PLAN: ,4' Complete parcel size and dimensions. - Setbacks, side yard, easements, Etc. �r8 a l d Aood t t Se n. Other buildings or structures. Grading, fills and/or drainage. Flood halard. 6. Special conditions on Parcel Map (Noise, SRA, Fire Sprinklers, Water Tender, Traffic and Drainage fees). FAU & FAS road setback. Building or utilities across lot lines (record form). FLOOR PLAN: 1. Plans and specifications drawn to scale with dimensions and of sufficient clarity (Uniform Building Code section 106.3.3). 2. 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). Egress windows (Uniform Building Code section 310.4). 3 11-7 7.. Skylights (Uniform Building Code section 2409 & 2603.7). bPrd ►-o 0 wy-4 ,9 Glazing in Hazardous locations (Uniform Building Code section 2406). �►'a i I i d -e 3 °door /1' Required room sizes and ceiling heights (Uniform Building Code section 310.6). fa,.- C(oo r . iY GFCI in baths, garage, kitchen, wet bat, and exterior receptacles (NEC 210). Prohibited locations of gas water heaters (Uniform Plumbing Code 509& 1213.5). Prohibited locations of gas heating equipmentl(Uniform Mechanical Code 304.5). Garage firewall separation - revired on garage side including supporting walls'and posts (Uniform Building Code section 302.4 exception #3). 11. Wood stove location - Alcove clearance (UMC section 205 confined space & 223 unconfined space). 12. Smoke detectors (Uniform Building Code section 310.9.1). B. Water closet clearances (Uniform Plumbing Code 408.5). 14. Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). UPC✓ f I r ��rrr 5711.20;' Pagel of 2 �rwt 4 -ch C+C b ;r- P UCTURAL DETAILS: 1. Conventional construction Unusually shaped buildings niform Building Code section 2320.5.4). 2: tandard bracing or engineered design orm ui g Code se6tion 2320.11.3). 3. lerestory requiring balloon flaming and/or engineering. 4. story building requiring engineered calculations and plans. 5. dation plan complete enough to construct building. 6. oor construction details complete enough to construct building. }' ' 7. evations and wall construction details complete enough to construct building. S.. f construction details complete enough to construct building. 9. ` r ties or bearing ridge beam. 10. lace construction details and calculations if necessary. 11. a door header size(s). 12. orch header size(s). 13. d heights. 14. xpansive soil — special foundation design required. 15. i • g walls requiring design. 16: pecial Inspection requirements. 17. der sizes.. 8 Gypsum wallboard nailing inspection required. CELLAMOUS ITEMS: 1. Stairway details — landings, rise and run, head clearance, handrails (Uniform Building Code section 1006).- Guardrails 006).Guardrails (Uniform Building Code section 509). Brick or stone veneer (Uniform Building Code section 1403). .4j Exterior plaster.— weep screeds (Uniform Building Code section 2506.5). 5. Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). M='e'-- (fire hazard). protection. .8: 36".halls and stairways (Uniform Building Code section 1004.3.3.2). ,9! Two exits on three — story dwellings (Uniform Building Code section 1004.2.3.2). 10 Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 1 c access and ventilation (Uniform Building Code section 1505). Combustion air for fuel burning appliances — LPG requirements. -' Sound requirements. Energy design compliance and supporting documentation. JWIFlashing at all ea-terior openings. _Vjr"CDF responsible area requirements. 17. Building Permit requirements: 17.1. S 17.2. ood a ation certificate 17.3. ire Sprinklers requged. 17.4. Spec ec ptton requirements. 17.5. Use Permit conditions. 17.6. Sub -Standard Housing letter. • Page 2 of 2 BUTTE. COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM , (One form per Building) School District ` - Building Department No. d'" t oo .Q Jurisdiction: ,� A.P. Numbers (�, �Q Clty , County Y � / Property Owr I Q Gr v ner s' • ' Property Location/Address /07-3 Subdivision CSA CN t� J� �� Lot No. :............................................................................................................. I Sq. Footage Addition/ 'Supplemental to (Group R) Conversion Permit # € '(No foundation inspection): , .......i ?. ..... ....,. ..... ... t Sq. Footage (Including Exterior Roofed Areas) 3--30 - o/ Date R (moor mans reviewea oy acnooi uistnct rersonnep District Identification No. U��A UN /. F1It/b School District certifies that MAle I D C 207 ' (Applicant) Nikki Oteek LTJ' (Street Address) (Phone Number) ,bu2oy" 95f3 g- (City) (State) (Zip Code) has complied with the requirements of Resolution No. T by payment'of $ .S3 3 "T r /,o .x; representing square feet. AB 2926 $ F School District Y f .E t FULL MITIGATION $ Representative Date Paid by Check # Remarks: Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 660201a), within 90 days from the date fees are paid. Failure. to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If; subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEOA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls 00/98)dmm BUTTE COUNTY PARK FACILITY.FEE PAYMENT CERTIFICATION FORM, DURHAM RECREATION AND PARK DISTRICT. Assessor Parcel Number (s):. ,C���� foo - D ca co Property Owner (s): ma'y p - Co {-}-'t Project Location/Address: K K-( Cre e- �+'1 Subdivison Name:QYG- &' (' ak Assessable Square Footage: 2(4 Oz-, y ..Type of Residential Development (check one): �s New Development ❑ Afteration/Addition M`obile Home (s) Non -Residential to Residential Comments: 4 fJ Building Division Representative Date • Durham Recreation and Park District (DRPD) certifies that ' Applicant Name v Applicant Pho "e Number Street Address t �' 42 zz&9n. i State Zip Code has complied with the requirements of the Butte County Board of Supervisors Resolution No. 93'--1 14 by. payment fore 6 square feet at $ 1.04 per square foot for a total payment of / DRPD-MbpresentativeZLIl 7 D to PAID BY CHECK No.: \ Remarks: BANK No.: 9d - �35,-)4 PAID BY CASH: RECEIPT No.: 1-3ncl- DISTRIBUTION: WHITE - APPLICANT PINK - DRPD YELLOW- BUTTE CO. BUILDING DIVISION „ AND WkN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 200 1 —00208 1 3 Recorded Official Records County Of BUTTE CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 01:14PM 17 -May -2001 REC FEE 10.00 CONFORM .00 Kristy Page 1 of 2 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, Y-7 ' plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: A//C K i C 2E471<_� _ } "- Date 5/-//0/ State of California � County of 73u_wi. ) On 9' //0/ before me, personally appeared /6 #R1 @ Com- r/ two iP!!1 wf' "'r?%i personally known to me (or proved to me on the basis of satisfactory evidence) to l9e the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal QA R ww0_A wwA Signature !� Seal: TZ-..ACOMM. # 1258489 D NOTARY PUBLIC -CALIFORNIA fe, UTTE �7/&`Z5 COUNTh 31, 2004Y OF B W A.P.#0' CJ ,�( / Comm. Expires Marc 'Q l - b ^7 7 f );_J� May 7, 1993 EXHIBIT "B" All that certain real property situate in the County of Butte, State of California, described as follows:* A portion of Parcels 1 and 2, as shown on that certain Parcel Map, filed in the Office of the Recorder of the County of Butte, State of Califor- nia, on May 25, 1972, in Book 42 of Parcel Maps at Page 1. Beginning at the No corner of said Parcel 2 being a point in the Southerly right-of-way line of Garden Road, thence from said Point of Beginning and along the Boundary line between Parcels 2 and 3 of said Parcel Map, South 01" 13' 00" East, 580.09 feet, thence Southwesterly along the are of a 130.00 foot radius curve, concave to the Northwest through a central angle of 90' 00' 00" an arc distance of 204.20 feet, thence South 88' 77' 00" West, 489.05 feet, thence Southwesterly along the arc of a 20.00 foot radius curve, concave to the Southeast through a central angle of 44' 24' 55" an. are distance of 15.50 feet, thence Westerly, Northerly and Easterly along the arc of a 50.00 foot radius curve concave to the Southeast through a central angle of 268° 49' 50" an arc distance of 234.60 feet, thence Southeasterly along the arc of a 20.00 foot radius curve concave to the Northeast, through a central angle of 44' 24' 55" an arc distance of 15.50 feet, thence North 88' 47' 00" East, 489.05 feet, thence Northeasterly along the arc of a 70.00 foot radius curve concave to the Northwest through a central angle of 90' 00' 00" an arc distance of 109.96 feet, thence North O1' 13' 00" West, 560.09 feet, thence Northwesterly along the arc of a 20.00 foot radius curve concave to the Southwest through a central angle of 90' 00' 00" an are distance of 31.42 feet'to-a point on the Southerly right - of -way -line of Garden Road, thence along said right-of-way line North 88' 47' 00" East, 80.00 feet to the True Point of. Beginning. \ / J Gordon L. Shields L.S. 3346 EXPIRES 06-30-96 S235DAVI.DES .,' ' AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95%5 COPY of Document Recorded 17 -May -2001 .2001-0020813 Has not been compared with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, -necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: /f'%/KK i C 2E'ge�l< L�NF 40-7-3 14 R* OLIO --/00 - 0601 Date S /0', PROPERTY State of California ) County of -13uari- ) On ��//p/ before me, 17, N"yLF.. 06 C personally appeared AZ—0 6WO } 4111104r,'KT%i nersonany (mown to me (or proved to we on the basis or satisfactory evidence) to Ife the person(s) whose name(s) Ware subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacky(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. �e—� ature Seal: J. DARYLE POLK COMM. # 1258489 cc "OTARY pUBLIC-CALIFORNIA �yy COUNTY OF BUTTE W A.P. #/ J � �' Comm. f.RQices Match 31, 2004 0-t�'L4 May 7, 1993 EXHIBIT "B" All that certain realert ro p p y .situate in the County of Butte, State of California, described as follows: A portion of Parcels 1 and 2, as shown on that certain Parcel Map-, filed in the Office of the Recorder of the County of Butte, State of Califor- nia, on May 25, 1972, in Book 42 of Parcel Maps at Page 1. Beginning at the Northeast corner of said Parcel 2 being a point in the Southerly right-of-way line of Garden Road, thence from said Point of Beginning and along the Boundary line between Parcels 2 and 3 of said Parcel Map, South 01' 13' 00" East, 580.09 feet, thence Southwesterly along the arc of a 130.00 foot radius curve, concave to the Northwest through a central angle of 90' 00' 00" an are distance of 204.20 feet, thence South 88' 77' 00" West, 489.05 feet, thence Southwesterly along the arc of a 20.00 foot radius curve, concave to the Southeast through a central angle of 44' 24' 55" an arc distance of 15.50 feet, thence Westerly, Northerly and Easterly along the are of a 50.00 foot radius curve concave to the Southeast through a central angle of 268' 49' 50" an arc distance of 234.60 feet, thence Southeasterly along the arc of a 20.00 foot radius curve concave to the Northeast, through a central angle of 44' 24' 55" an are distance of 15.50 feet, thence North 88' 47' 00" East, 489.05 feet, thence Northeasterly along the arc of a 70.00 foot radius curve concave to the Northwest through a central angle of 90' 00 04 an are distance of 109.96 feet, thence North 01' 13' 00" West, 560.09 feet, thence Northwesterly along the arc of a 20.00 foot radius curve concave to the Southwest through a central angle of 90' 00' 00" an arc distance of 31.42 feet to a point on the Southerly right- of-way line of Garden Road, thence along said right-of-way line North 88' 47' 00" East, 80.00 feet to the True Point of Beginning. EXPIRES 06-30-96 S235DAVI.DES Gordon L. Shields L.S. 3346 Date: SITE PLAN REVIEW APPLICATION AP# px-10 - 1 OO - 0 6 Permit Number (if applicable) O I - C H q —7 ' APPLICANT INFORMATION Parcel Size: Owners Name:' A 21 0 C 2.O T`T• r Owners Address:1 �'�O t7� �� epy 12. Ajay r, Telephone No.:. C`� i q —) Lg-7 Situs Address: N 1 11- 1 LQ G 6)Z (,J) , Proposed Use: Residential New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved a Conditionally Approved - ❑ Resolve Problems Prior to Approval Site Plan Stamped Approved By Date 3 "� Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage:❑Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) IS 100 -Year Flood Plain: (See ttc ed) • Flood Zone: • Flood Panel No.: D 52O Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ------------------------------------------------------------------------------------------------------------------ ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: )A --1 d Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front ®� Side Side Street f �L Rear ` Q I Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Applicable Development Fees: Standard Fees ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Impact ❑ Other -------------------------------------- Subdivision Map Special Fees Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ :Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By ❑ `Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: ❑ No ❑ Yes Comments: . ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 IMM Subdivision Map/Parcel Map: Map Date of Recording. ) 2-29 - q `� Lot: 1113 ❑ Use Permit/Minor Use Permit Permit Number: Book: ) 4 2 Page:'/ 6 J Date of Approval: ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ® Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association, Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and. fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988,. as amended. ❑ Provide an erosion control plan for building and land disturbance on slopes steeper than 30%. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ A plan prepared by a certified arborist, botanist or landscape architect that shows the existing on-site mature trees, located in any area proposed for buildings and vehicular access, and - provides for methods to protect the trees identified to be preserved, shall be provided to and approved by the Planning Division prior to the issuance of building permits and/or prior to grading 'or vegetation removal. The removal of mature trees shall be minimized, where possible. A mature tree shall be defined as a tree with a trunk measuring 4 inches in diameter, 4 feet from ground level. Mature trees removed shall be replaced on a 3 -to -1 ratio, utilizing existing oak tree stock. Each tree to be preserved shall be surrounded by a circular zone (minimum 40 -foot radius) identified by an orange fence during construction activities. No vegetation removal, soil disturbance, or other development activities shall occur within the fenced area. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. Page 4 of 5 rr • AL—L-- We✓U-S AOI> r\jcw ?OOt-S icy Rf"p— -PI r2-C b &V—r , A e, cf–, & Ar) b 2-f--, -bp--f f'- 6t) oye e--rjotJ1 ® --T o To 1 (o Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CAMy Documents\Building Permit Site Plan Reviewl.doc Page 5 of 5 To:. LARRY -PAINTER From: CHICO ENV. HEALTH ❑ APPROVED Permit #: Genera/Information EHS Septic ell DITIONALLY APPROVED ❑ RESOLVE PROBLEMS PRIOR TO APPROVAL PERMI•1TiCLEARAN.CE Date: TT C;i 1i..-�Jrr• AP#: Owners Name: .Parcel Acreage: f� � 0 L— 79 Owners Address: Building Site Address: Property Information Kkl/ Permit Type: ❑ Agriculture Building ❑ Commercial ❑ Industrial ❑ Mobile Home E/SFD ❑ 2nd Dwelling ❑ Multi -Family >2 units per parcel ❑ Septic IIIA(ell ❑ Other Zone District: A� (-) O Date of Zoning Ordinance: General Plan: V -J- C_ Development Agreement: Use Permit: Variance: Parcel Is In: Land Conservation Agreement Nitrate Action Plan Violation Area Specific Plan Enterprise Zone Floodplain Watershed Protection Zone s No ❑ Yes, check use Minimum Acreage: Jallo ❑ Yes Front No ❑ Yes ❑ No Yes ❑ Chico D2N No❑ E]No Yes, check use 11 Yes / A IN No ❑ Yes Zone: Proposed Use Comolies With: -9 General Plan t Zoning Proposed Use Requires: ❑ use Permit ❑ Minor Use Permit ❑ Administrative Permit Commercial/Industrial/Multi-Famil Parking: ❑ Parking Requirements are OK as Shown ❑ Other Landscaping: ❑ Landscaping Requirements are OK as Shown ❑ Other Road and Drainage Improvements Required: ❑ No ❑ Yes Applicable Setbacks: ❑ Residential Accessory ❑ Cohasset Panel Number: 0-S-zo C' ❑ Accessory Building Use Zoning Code Street & Highways Fr Prevention Subdivision Ma Front S D Side /0 Side street —S e L Rear JD Heiqht Environmental Health Issues: Septic Permit Review: Agriculture Affidavit Required ❑ No ❑ Yes Well Permit Review: Designated Well Site ❑ No ❑ Yes Land Development Review: Drainage Plan (Com/Ind/Multi) ❑ No ❑ Yes Parcel Created by: ❑ Deeds Date of Creation: Legal Access. Provided: ❑ No ❑ Yes Deed Reference: Legal Access Required: ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: ❑ No ❑ Yes Comments: ` BMap Date of Recording: 17 I / / Lot: Block: Book: / Page: o b Conditions That Must be Met Prior to Issuance of Permit: ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Creation Deed ❑ Comply with condition no. of conditions of approval for the ❑ Obtain a Certificate of Compliance (See Planning Division for application). ❑ Construction across property lines is not permitted (See Land Development for a Merger Application/Lot Line Adjustment). ❑ Comply with Old Subdivision Lot Ordinance (Maps Recorded Prior to Book 17 of Maps Page 23). ❑ Construct road to ❑ Meet parcel size required by zone ❑ Meet current EH requirements. ❑ Other General Comments: f 12E Sf'2.)YJK.C. fZ5 (7 Lt�1 > ? .�% T�OjJ % ?D 7 w kre--Q -rca).3biZ -Pew S ALL 4) T2 e 1DCesf'T . A CC_':. �LS ANt) >rP PQV JCC) UI-11-�Otol . COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone 530) 538 -7 --Al P PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT 3 _z; > ASSESSOR PARCEL NUMBER ' f o ® ' O/�/— (vw ZONING BUILDINGPERMIT OWNER ,/�y/� �� Y I IL I T E SO. FT. OCC. BUILDING VALUATION .OWNER'S�I/ ESS e / I� /,WjaC�i(/ CONTRA OR NAME TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00' Permit Fee % Z";' "L $ 3� ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS ' / // (v- I/` _ Energy Plan Checking Fee $ ,may,, I �� $ PERMIT FEE $ -d� LOT NO. SUBDNIS IONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00. TYPE OF WORK New ❑ Addition ❑ Remodel ❑QUbliitties ❑ Installa' ❑ Other [3Buildin Describe Work: 0? Q? Gas piping stem 1 - 5 outlets 15.00 sewer 15.00 Mobile Home I S I G W @20.00 PERMIT FEE S S1%1 ' I �j\ I �S ELECTRICAL PERMIT Filing Fee 20.00 6000 R LESS Main Service A OR LESS23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class LIC. NO. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. I am exempt under Sec. Business and Professions Code for this reason Main Service zooA TO 1000A 46.00 NEW CONST. DWELLING UP. 3 5�so. ( FT. NRA coNss . MUL�Tcou�rLSEr NotRESID. 97.50 POWER APPARATUS a SINGLE OUTLET CIR. 20 @ I'50 Ex. Occup. OUTLET OR FIXTURES BAS @ .so Ex. Occup. OUTFIxE Aa oR,, 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall 1` not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the forthw omply with those r visions.This workers' compensation provisions of section 3700Wor X Dateindica Si na o licent - caner Contractor ❑ Ag An OS per it is required for excavations over 60" deep anlit of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ HAZ. I D. FEES IMP I FLOOD I CDF PARCEL PD HD IssuE permit is hereby issued under the applicable provisions of the Bu a County Code and/or Resolutions to do work d a ove for w ' fees have been paid. ° By Date Q `� PERMIT EXPIRES ON -6 ale Receipt No. t'o 16 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT FAX COVER SHEET WILLIAM F SQUYRES, JR Fire Protection UG. NO. 275206 PO Box 3176' Chico, CA 95927-3176 DATE: TIME: (A, FAX #: ATTENTION: L A COMPANY: R" FROM: William F. Squyles, Jr. Ac. FlUrgent Reply ASAP Please toninjent IJ Please review IJ Ir your Tota*1 pages, including cover:` Deret on ton •ire 0. 5 OC .'M• inf r S* n F C �'W- *77077 0 CA f 4 VI C- C 5 . - V I Y'0 b t, C1 S %h 1)�AAJI�-j CA �n, J 'n W Q Y_14 rn 4. 4, W,07 �4 [)IOriginal Not To Follow U Original To Follow- 2A .0 US Mail _FedEx If you have any questions concerning this transmission please contact my office at (530) 345-1012. Fax Number: (530) 345-1630 Thank You! HAlI- p F1 IN, oc . F I & S T FL 0 0 1-."- 11 L A NI 010 fIrvo - %001 P COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-75A"- o ITrj�O (Rev. 12/96) APPLICATION AND PERMIT L�- ASSESSOR PARCEL NUMBER o a- o_ 0(A -10 BUILDINGPERMIT OWNER T H NESO. FT. OCC. BUILDING VALUATION OWNER'S MAILING ADD ES �Gv �( �/-TELEPHONE CONTRACTOR'S RAME Ol✓1l/&V1Z CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee 'f W $va 50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDINGADDRES / (f//�JlC_//jam - (/ V ` L/V ��� Energy Plan Checking Fee $ $ PERMIT FEE $ Q, LAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF [D/ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New Addition ❑ Remodel ❑ Utilities ❑ Installation Other 13 Describe Work: ��i`j/�pi1��'!i �/ (f J� (/f Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G W 920.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 OOOVOR LE Main Service 20.A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.PSINGLE License Class LIC. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forth, ply with those provisions. &101�r X Date WJp Ican - ner -13 Contractor ❑ Agin An OS A permit is required for excavations over 5'0" deep and demolition or construction) of structures over 3 stories in heig Main Service 200A TO 1000A 46.00 NEW CONST. %%UNG OCCUP. SO OR ADDNS. ( a ACC. S.3.50FT. NON-RESID. MULTI.OIRCUITS T 97.50 OWER APPARATUS a OllILET CIR. EX. OCCU OUTLET OR FIXTURES SAL @': o Ex. Occup. OFDLE°rs ALID.GEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE — TOTAL FEE $ HAZ. D. FEES IMP FLOOD I CDF PARCEL PD HD ISSU This permit is hereby issued under of the Bu County Code and/or indicate ove for which fee ve ByDate PERMIT EXPIRES the applicable provisions Resolutions to do work been paid. Dela Receipt No. WHITE-D.D.S.-B. -A - SSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT Nov 19 02 01:30p p.1 Ce4lUiTf OF BU ITE - DEPARTMENT OF DEVELOPMENT SERVICES - E�'I,i6L-H?imG. Dwito ioN • 7 County Center Drive ® Oroviile, California 95965 o Telephone 1530) 538-7545 PERMIT NO. (Rev. 12/96) APPLICATION AND aLEI'€MIT �4Q7 ASSESSOR PARCEL NUfl'bER ZONING BUILDING PERMIT X40-86 TS0. FT. OCC. BUILDING VALUATION OW &OTTI MARIO 879-1874 .OWNERS MING ADDRESS R.-44-0,508. -/1 CONTRACTOR'S NAME TELEPHONE1722 _996-.0 / CONTRACTOR'S MAILING ADDRESS ��j ] 120. 1 • CONSTRUCTION LENDER APEN—! - $1 120 a 60 LENDER'S MAILING ADORFTS ' Fireplace ' Total Valuatior s n r, ()0:0 ARcHC RUBERTS LICENSE No. Filing Fee 1 S08 20.00 ARCHITECT OR ENGNEEAS MAILING ADDRESS Permit Fee 98-39 NIKKI GREEK TANE. DURHAM, CA 95939 PIsn Checking Fee 5 1• —-..'-... RUILDWGADDRESS Energy Plan Checking Fee PERMIT FEE � IAT NO, SUBDIVISION'SNAME 142-67/69 12-29-97 PARCEL MAP PLUMBING PERMIT IR e9 20.00 3 L USEOFSTRUCTURE Each Trap 7,00Solar or heat pump water heater 23.00 SF N Duplex ❑ Mobilehome ❑ Other Water piping 15.00 srclFr TYPE OF WORK Each gas waterheater or vent 15.00 t5. 00 Gas piping system 1 - 5 outlets 15.00 New :R Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Building sewer 15.00 15.00 Describe Work: NEW SINGLE FAMILY Mobile Home I S G 1N @20.00 4 BEDROOMS - GARAGE PERMIT FEE 157.0 ELECTRICAL PERMIT -,1 20.00 Main Service zoon oa mss 23.00 23.00 LICENSED CONTRACTOR'S DECLARATIONI M ie':1 Service 200A TO 1000A 46.00 M I. EA' CCONST. DWEWNG OCCUP. 3,5�S0. I heel fi-^ 1 „+ter narAhv of nmrirTry thAt 1 am Ileo-nsed under provision= of Chapter R rDe"s a ACC. sI�S. FT. 19 7 I: K- LiW CONST. MULTI-OUTLET 9 (L ode, Nau REslo. CIRCUITS @7.50 anc jl~-- POWER APPARATUS 'L SINGLE OUTLET CIR. LICI EY.. Occup OUTLET OR FUTURES ani @ 100 1 hL ' �S1A,`i anse f Ex. Occup., oL1 E�T9 RE OR 5.00 Lav Temporary Service 23.00 Da/�� tion, Mobile Home Facilities 20.00 1 {� :tors Misc. Wiring 23.00 this PERMIT FEE S MECHANICAL PERMIT 51014 ee 1 20.00 1 h Heating .00 the Cooling Q_ 6 `/ �- � Hood 6.50 I Elon Ventilation I red. PERMIT FEI: .b Mobile Home Installation Fee $ ration Energy Inspection Fee $ QQ I shall OCC CONST. TYPE ®Y�EL ��� ;Lel tlryirrann�Le pvnvrmnnco v. -- — ...._ -. R-3 U VN 2,278.34 not employ any person in any manner so as to become subject to workers' HAL D. FEES IMP FLOOD CDF PARCEL r+o HD Issu compensation laws of California, and agree that If I should become subject to the X I X AE — X X workers' compensation provisions of section 3700 of the Labor Code: I shall — forthwith cpnlAy with thos rovisions. This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work Dateindicated above for which fees have been paid. u p Icent o Ap- wneT Contractor ❑ A r. r _11r An OSHA permit is required for excavations o. "r 5'0" deep and e o •tinw r c9Dstruction of structures over 3 stories In height, ��By Date Receipt No. U �i� P,ERMIT EXPIRES O WHITE-D.D.S.-B.D. CANARY-ASSES R PINK-INSPE OR GOLDEN D•APPLICAN �� Date -01' is j ��a��� C�e��s �)EUEST FOR Lo tio'. ca _ 0 Comment Owner: St� Contractor: BLDG. RcLUMBqV.ECH ELECTRIC M.H.I./M.H.U. PRE - INSPECTION Form ;ut Rough Fnd/Ftg Frame/Undertloor op ut op Temp. Service Job Status Stucco Lath Gas Pipingrrest Main Service Corrections Permit Renewal Stucco Brown Temp. Gas Underground Final Verify Utilities Woodstove Sewer Piping Well Circuit Ex Mobile Site Brace Panel Water Piping POOL Insulation ShowerPan Nailing Gunite Demo Bonding Corrections Corrections Corrections Light Niche Final Final Final Corrections Ready for Final Inspec.on: Date: Call Lj Phone: ' COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION • 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT ()I -Q/.97 ASSESSOR PARCEL NUMBER`` ZONING BUILDING PERMIT NCROTTI MARIO tl T879-1874 SO. FT. OCC. BUILDING VALUATION An � 2 ----10—,9 • �� 23 -589:99 . OWNERS MAILING ADDRESSCZAO q1 q7 _GQ.nT)SPFF.T) 4 T�iRHAM Y CONTRACTOR'S NAME TELEPHONE r)LJNTFR CONTRACTORS MAILING ADDRESS 9 �• ,�„ • 0,�� CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation Is ARCHITECT OR ENGINEER CHARLES ROBERTS LICENSE NO. Filln Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan CheckingFee $ 9 —• B-39 KT CRFIRK T ANF IN BUILDING ADDRESS Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NB, } `(� SUBDIVISIONS NAME 142-67/69 12-29-97 PARCEL MAP PLUMBING PERMIT Ili e8 20.00 USEOFSTRUCTURE Each Trap 7.00 Solar or heat um water heater 23.00 Water piping 15.00 SF N Duplex ❑ Mobilehome ❑ Other SPECIFY___ Each gas water heater or vent 15.00 TYPE OF WORK Gas piping system 1 - 5 outlets 15.00 New Addition ❑ Remodel ❑ UElities ❑ Installation ❑ Other ❑ Building sewer 15.00 Describe Work: NEW SINGLE FAMILY Mobile Home ISI GI W1 Q20.00 15.00 4 BEDROOMS - GARAGES PERMIT FEE $ 157.0 ELECTRICAL PERMITLESS_9 20.00 Main Service '*.A OR LESS 23.00 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class LIC. NO. OWNER -BUILDER DECLARATION Main Service 200A TO +000A 46.00 NEW CONST. DWELLING OCCUP. OR ADDNS. ( e AGC. BIDS. SO 3 .SQFT: 197.11 NONRESID MULTI -OUTLET RANO' CIRCUITS @7.50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex. Occu OUTLET OR FIXTURES 20 @ I'00 SAL @ ,50 I hereby affirm under penalty of perjury that I am exempt from the Contractors License Ex. Occup..O�DSAPRReS D.GEA 5.00 Law for the following reason: d1 as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. Temporary Service 23.00 Mobile Home Facilities -23.00 20.00 Misc. Wiring 23.00 ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ I am exempt under Sec. Business and Professions Code for this reason PERMIT FEE $ MECHANICAL PERMITIing ee 20.00 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: Heating ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Cooling Hood 6.50 Ventilation ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier PERMIT FEt $ Policy Number —a Mobile Home Installation Fee $ �bove sections need not be completed if the permit is for work ofvaluation one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall Energy Inspection Fee $ QQ Occ R -3/U CONST. TYPE4r. VN TOTAL FEE $ 2,278.34 I HAz. _ D. FEES X IMP X FLOOD AE CDF — PARCEL X PD X HD X ISSU This permit is hereby issued under the applicable provisions forthwith cpmAAY with thos rovisions. of the Butte County Code and/or Resolutions to do work Date indicated above for which fees have been paid. _ u o App (cant - caner Contractor ❑ Agodiny An OSHA permit is required for excavationso, er 5'0" deep and rlti n r� QDstr ction of structures over 3 stories in height. I J JJ Y By Date If PERMIT EXPIRES O ! �2 ReceiptNo. J WHITE-D.D.S.-B.D. CANARY -ASSES R PINK-INSPECIOR GOLDENPPO-APPLICANT ate P CO,INTY OF BUTTE - DEPARTMENT OF DE;VE'LOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive a Oroville. California 95965 • Telephone (530) 538-7541 PERMIT t (Rev.12/N) APPLICATION AND PERMIT — ��-04A NifeO�� BUILDING PERMIT HCXV- jo C t -'O'i'l" l "`a"°"' so. Fr. OCC. BUILDING VALUATION 0WNM'§ wu►a A00FAM 91 q -1r' COMMAMM8 IVAN 00wrrNcro" Mona aooaee co►trwucMd Looe% Leroees VALM AWOK AACH cr 0e er+ KNM Ce buA� CA 9 Cov Fireplace I L Total Valuation Filina Fee Z —moo 00 Le o -71.00 !1 2o- c20 60, DOD • OCA = 20FS. 2-75. 00 L 20.0 ow o�0ereas waoio Ex. Occup. OUTldt7om. 4 Permit Fee =102-1.00 aG�p O 20.00 Plan Checkln Fee S (0 (ps (Y • Energy Plan Checking Fee $ 2 3.00 Ventilation q.so I g•�O PERMIT FEE = 2 rorwa tueavrarcx�S �•� �. Z r""cQ �"� Z •°I PLUMBING PERMIT FIQng Feel 20.0, USEOF8 11CTURE Each Tr 7.00 -1,00 SF� Duplex D Mobflehome O Other Soler or hent um water heater 23.00 Watsr piping 15.00 ( . 00 TYPE OF WORK ereer Each as water heater or vent 15.00 , 00 Gas piping 1 -5 outlet 15.00 1 S , W New 0, Ad&kn O Remodel O L See O InslaMon G Other O Building sewer 15.0011S.00 Describe Work: Me-,-x"D Moble Home IS I G I W I p20.00 1r"�©Ynd ►'0. G1 PERMIT FEE t 5 .cid ELECTRICAL PERMIT Fln' Fee 20.0t Main Service . = oon 23.00 �.00 Main Service 2"A To —A 46.00 - NEW � . OA ADS. . aux s.st 19 . 9 ... wo"Esco. ( IMA . ) 97.50 Ex. Occup. ounar o% %crus Ex. Occup. OUTldt7om. 4 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE s 2(0 3. MECHANICAL PERMIT Fling Fee 20.0 Heating Cooling Hood e.50 (p •50 Ventilation q.so I g•�O PERMIT FEE S W `7 CJ Mobile Home installation Fee S Energy Inspection Fee $ (a. 00 oCOWT. W R« TOTAL FEE $ `oZ 7$ • 3� K4z 1o.wv Kwo cor�P�Vpfa* V7 f A This permit is hereby issued under the appikable prorls'0r of the Butte County Code and/or Resolutions to do wor indicated above for which fees have been paid. By Date -------- ReceiptNo. PERMIT EXPIRES ON } COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION r> 7 County Center Drive Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. n _ l - 17 (Rev. 12/96) APPLICATION AND PERMIT �R ASSESSOR PARCEL NUMBER 040-100-066 ZONINGA_ ID BUILDING PERMIT OWNER CR=I MARIO TELEPHONE 879-1874 SO. FT. OCC. BUILDING VALUA ION . OWNERS MAILING ADDRESS 9197 GOODSPEED #6 DURHAM CA 95938 1,7220 CONTRACTORS NAME OWNER TELEPHONE _ opm OO CONTRACTORS MAILING ADDRESS ^, 000NSTRUCTION LENDER LENDER'S MAILING ADDRESS 2 6 000.00 luation $ XPIran 10 ARCHITECT OR ENGINEER Ce HARLES ROBERTS LICENSE NO. 20.00 ee ARCHITECT OR ENGINEERS MAILING ADDRESS Fee $ BUILDING ADD ESS rT `Energ Plan Checking Fee $ 23.00 PERMIT EE $ LOT NO. sUBDNIS IONS NAME ^ v I ^ �LRCE M 6 L L (— "� P MBING PERMIT Filing Feel 20.00 USEOFSTRUCTURE SF Q Duplex ❑ Mobilehome ❑ Other SPECIFY Each T47.00 ,00 Solar or h at pump water eater 23.00 Water pipiAg 15.00 Each gas W ter heater c1r vent 15.00 15.00 TYPE OF WORK New It Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEG] SF Gas piping s1stem 1 - outlets 15.00 15.00 Building sew- 1500 15.00 Mobile Home S W @20.00 PERMIT FEE $ ELECTRICAL P MIT Filing Fee 20.00 Main Service on ORLEss 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class LIC. NO. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. Gras owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) MI-rcertify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers'. compensation laws of California, and agree that if I should become subject to the workers' co ensation provisions of section 3700 of the Labor Code, I shall forthwi ply with those visions. Date Sign ur of pplicant - ❑ wner ❑ Contractor `❑ Agents An OSHA permit is required for excavations over 60" deep nd demolition or construction of structures over 3 stories in heig Main Service TO IOooA 46.00so NEW CONST. J11WNG Occup. N ADDNS.. ( CO BLDS. 3.5¢F°. MU NON RE NS @7.50 POWER APPARATUS 8 SINGLE UrL.ET CIR. Ex. Occup. OUTLET OR RES BAL p Iw . APP Ex. Occup. OUTFIXLETS R JOER 5.00 Temporary ervice 23.00 23,00 Mobile Ho a Facilities 20.00 Misc. Wirog 23.00 , PERMIT EE t CHANICAL PERMIT Filing Fee 1 20.00 Hea ng 25.00 Co in I 9_001 Hod 6.50 6.50 V ntilation 4 A PERMIT FEi= 84.50 Mobile Home Installation Fee $ Energy Inspection Fee $ 1 occ ', u CONST. TYPE T FEE $ D FE IMP FL9Og CDP WtSSUE' 1 This permit is h e issued under the le provisions of the Butte County Code and/or ResolutI' to do work indicated above for which fees have been Rai By Date PERMIT EXPIRES ON Date Receipt No. pt✓ % Z 9� ,zM3 WHITE-D.D.S.-B.D. CANARY- ESSOR PIN PECTOR15,01DENROD-APPLICANT FA 4 T-* r .�-� -a--` ~ : s: }^: s : "',`T'A"' ", .s_ _ F �\ wRF, 1 r�}F.q•w-r..cf,!�' -1 COUNTY QF BUTTE - DEPARTMENT OPD ELOPMENT SERVICES - BUILDING DIVISION 7 County Center DFive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rgv.$: /96i �,; , ,APPLICATION AND PERMIT��(3 . ASSESSOR PARCEL NUMBER - - ZON1NO/� BUILDING PERMIT OWNER / CROM MARIO TELEPHONE 879-1874, SQ. FT. . OCC. BUILDING 2.602 ft 3 VALUATION . OWNERS MAILING ADDRESS 9197 GOODSPE® #6 DURHAM. CA 8 1.722 CONTRACTOR'S NAME j QWM. s // y TELEPHONE �T 1 / 1 177 r/ i` f 1 1 L. / (� G CONTRACTORS MAILING ADDRESS C CONSTRUCTION LENDER 'replace 2 - 6.000.00 LENDER'S MAILING ADDRESS y- - / ` I Total Valuation $ _ ARCHITECT OR'IENGINEER �, M RO LICENSE NO. Film Fee ;$ 20.00 Permit Fee $ ARCHITECT,ORR ENGINEERS MAILING ADDRESS t .. 46`� 1 Plan Checkin Fee $ BUILDING T Energy Plan Checking Fee % $ 23.00 4 f $ . PERMIT EE $ -LAT NO. .i 3 SUBDNISx)NS NAME % p'ARCE M �`�— 6 ? '6q 2: — 6, �. ES" tPLUMBING PERMIT Fling Feer 20.00 USEOFSTRUCTUREy t SF Iff Duplex 00MMobilehome ❑ Other - SPECIFY Eich'Trap ' IfI 7.00 —Sig. W. Solar or't 84 ' um water fieater '23.00 Waterrpiping 15.00 15.00 water heater or vent 15.00 rj 15.00as TYPE OF WORK New AcIdition.b Remodel ❑ Ulilidesi ❑ Installation ❑ Other ❑ Describe Work: NW SE " 7 Gas piping stem 1 - 5 outlets 15.00 15.00 Building sew4 15.00 15.00 Mobile Home S 1531 WI 1(9?20.00 % � PERMIT FEE S. F ELECTRICAL PERMIT Fling Fee 20.00 - , QOOV OR LESS, Main Service 00A OR LESS 23.00 1 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty -of perjury that I am licensed under provisions of'Chapter 9 (commencing with,Section 7000) of Division 3 of the Business and 'Professions Code, and my license.is in full force and effect.POOUTLETWER License Class 'Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penaltyrof perjury that I am exempt from the Contractors License Law for the .following reason: 13I, as owner of the property, or my employees with wages as their sole compensation, will do the,work, and the structure is not intended or offered for sale. 9�las owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ I am exempt under' Sec. t, Business and Professions Code for this reason `WORKERS' COMPENSATION DECLARATIONMECHANICAL 1 hereby affirm under penalty of perjury one of'the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is Issued. ❑ 1 have and will maintain workers"I compensation Insurance; as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. L My workers' compensation insurance 'carridr and policy number are: -Carrier Policy NumberMobile (The above sections need not be completed if the permit is°for work of a valuation of one hundred dollars ($100) or less.) certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California!and agree that R I should become subject to the workers' corr2pensation provisions of section 3700 of the Labor Code, 1 shall forthwi M ply with those pr visions. .. —� ez�of Date Sign ur of pplicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 50 deep nd demolition.or construction of structures over 3 stories in heig , r Main Service zoTT ,000A 46.00 NEW CONST. DW NG OCCUR SO OR (/ ra ADC. SDS.NEW cad NON•RESID, I EMUL -OUTLET • @7.50 1 I APPARATCI S & SINGLE OUTLETCIR. .t Ex. OCCU Q,LlTLETORl�D(TUREs BAL20 @'50 Ex. Occup. OUTFIXLETS RESID.OEA 5.00 Tem orar ervice23.00 23.00 ` Mobile Ho a Facilities 20.00 Misc. WiriAg 23.00 1 t 2 i f L i PERMIT EE S PERMIT Fling Fee 20.00 Hest ng ell 1.25.00 Coo in Hood 6.50 6.50 V ntilation /a PERMIT R0 $ 84.50 Home Installation Fee $ Energy Inspection Fee $ ('j .50 t occ '> u CONST. TYPE TOTA' L FEE $ p HAZ. PE IMP FLQ0 111 ivy CDF 1A El (AISSUE This permit is hissued under,e e eta the Butte County Code and/or indicated above for which fees have f By PERMIT EXPIRES ON a�ppJiceble pr'o iv sions Resolutions to•�'do work been paid. Date Date Receipt No. Pv 7a2 WHITE-D.D.S.-B.D. CANARYLS�SESSOR PINK+N PECTOR r G)SLDENROD-APPLICANT '�� • COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION j` 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. e4 (R.12/9*6) , APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 040 -IM -0 ZONING A - BUILDING PERMIT OWNER CK YM, HAARIO TELEPHONE / 879-1874 SO. FT. OCC. BUILDING VALUATION R n ry 2. 0141,! .) 140 5()R. . OWNER'S MAILING ADDRESS / 9197 GOODSPEZ) t6 DURHAr4. CA 9.593F 1.722 11 q91 ()(1 CONTRACTOR'S NAME TELEPHONE ` 20,5 C' CONTRACTORS MAILING ADDRESS l CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace 2 6.OW. CO Total Valuation $ 180 MiW50 ARCHITECT ORENGINEERpr�+� QWFlln PC.4ti.1.�7 LICENSE NO. Fee $ 20.00 Permit Fee $ 923.W ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 599.96' BUILDINGADD, SS [�I KKT CR i 1L2%;AM (d Energy Plan Checking Fee $ 23.W $` PERMIT FEE $ 1.565.45 LOT NO. SUBDIVISIONS NAME - �,`� PARCEL MAP _) 3 - `f y I PLUMBING PERMIT Filing Fee 20.00 9 USEOFSTRUCTURE SF D, Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap f 1 7.00 -84. 00 . Solar or Aeatlpump water heater 23.00 Water piping 15.00 1rJ (fD Each• as water heater or vent 1 5.00 15 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Llfil"sy❑ Installation ❑ Other ❑ Describe Work: ItiTV Sit' Gas piping stem 1 - 5 outlets 15.00 S. Building sewer 15.00 1rJ.�0 Mobile Home IS I GI W @20.00 PERMIT FEE - j ELECTRICAL PERMIT Fling Fee 20.00 Main Service .A CA 23.00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class 1Lic. No. -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: - ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. Ei-i, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 20~OA TO +000A 46.00 NEW CONST. DWELLING OCCUP. OR ( d ACC. BLOS. SO q C `3.5QFt: i, `7 , CNS. NEW NON -REBID. T.MULT1 0C!iR U @7.50 POr APPARATUS 8 BINDLE OAP= cIR. i Ex. Occu OUTLET OR FDMRES e20 AL @ .50 ' OWNER Ex. Occup. OUTLEEDTSA RESID.DEA 5.00 Temporary Service ,, 23.00 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE $ 217.34 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one. Iof the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers'S compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed N the permit is for work of a valuation of one hundred dollars ($100) or less.) M'-1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that ff I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith,Acomply with those,provisions. �X_Date Signature of 'Applicant - ❑ Owner ❑ Contractor ❑ Agent % t An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height ! MECHANICAL PERMIT Fling Fee '20.00 Heating + 1 1 25.00 Coolin 1,00 Hood 6.50 6.50 Ventilation A 4.50 $ 0 I PERMIT'FEt 1 C 84.50 Mobile Home Installation Fee $ Energy Inspection Fee $ L 46 54) . OCC .l ( CONST. TYPE \1 ;--\ TOTAL FEE $ HAZ. 'D p`E '�' IMP' o �M F4QO,D ��L9 iD CDF� p'p�'EL `V' y ISSUE - This permit is hereby issued under,the of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON applicable provisions Resolutions to do work been paid. Date le ReceiptNo. tz F 7 a 2 !& o 91xz l Z56 • q y/ •)I -�) 40" WHITE-D.D.S.-B.D. CANARY ESSOR PINK- NSPECTOR GOLDENROD -APPLICANT N (Rev.12/96) do) TY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541PERMIT NO. APPLICATION AND PERMIT • • /- III f"-/ ASSSS`E`--S//S��OR PARCEL NUM-B`ER 1340 C�7 ZONIN0 BU I LD I NG P ER M IT OWNER CWM9 MAft10 TELEPHONE 879-'1874 SO. IT. OCC. BUILDING VALUATION 6Q?, R 4f?► . OWNERS MAILING ADDRESS 9197 GCODSPEED too DURHAH CA 95939 1.722 U CONTRACTOR'S NAME OLA TELEPHONE r 7/ �. r 'T CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace 2 6 OW.00 LENDER'S MAILING ADDRESS Total Valuation $ 180,851.50 ARCHITECT OR ENGINEER OWUS IMMIS LICENSE NO. Fee $ 20.00 Per Permit Fee $ 923.00 , ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 599.95Y.4 BUILDING ADDRESS K C:IiFK C8 L 3 M i.AN C Energy Plan Checking Fee $ 23.00 . $ ,r, PERMIT FEE $ 1.565.95 LOT NO.3 SUBDNSIDNS NAME } t I -� r I I PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SFO Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap _ , 7.00�0W Solar or heat pump water heater ; 23.00 ' Water piping 15.00 15.00 Each gas water heater or vent 15.00 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Uelitiest❑ Installation ❑ Other ❑ Describe Work: I 104 Sr Gas piping stem 1 - 5 outlets 15.00 15.()0 Building sewer 15.00 15.00 Mobile Home I S I G W @20.00 PERMIT FEE S 179.00 ELECTRICAL PERMIT Fling Fee 20.00 t Main Service eI.A OR LESS ZOOA OR LESS 23.00 23,00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class jLic. No. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ID 11, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) El- I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith (com'ply with those provisions. %%y�r / X • /_�/ _f//�c�r+- /�/.r'�'+,'�i Date IZI _t'% r Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent , r An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service 20oA TO 1000A 46.00 NEW CONST. ( DWEI r OCCUP. 3.5¢F°: 151.34 NRA cors . MUAirICou�TLES. NON RESID. 97.50 POWELEPPARATUS 8 SVJR A GOUTLET CIR. 20 @ ,.00 Ex. Occup. OUTLET OR FIXTURES BAL O .50 Ex. Occup. Dim E' PP, '.,6OFR.A. 5.00 Temporary Service 23.00 23.00 Mobile Home Facilities 20.00 Misc. Wirino 23.00 PERMIT FEE $ 217.54 MECHANICAL PERMIT Fling Fee '20.00 Heating 1 25.00 Cooling P5 00 • Hood 6.50 f?• SU Ventilation 4 ' 4.53 ,, !"I's. PERMIT'FEi_ S 84.50 Mobile Home Installation Fee "• $ Energy Inspection Fee $ 46.51D OCC CONST. TYPE TOTAL FEE $ 7c HAz. D FEEB IMP #f FLOOD � CDF _. PAR EL Ppd r 0 ISSUE This permit is hereby`Issued under of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON the applicable provisions Resolutions tedo work been paid. Date - Date ReceiptNo. , .. 7 a Z `r k'7 9 t %+:441• C tY r/ WHITE-D.D.S.-B.D. CANARY -,A ESSOR PINVNSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive a Oroville, California 95965 a Telephone (530) 538-7541 PERfdR No. (RevkI2P➢6) ' APPUCATION AND PERMIT - q`7'• •' c)(o� 'DM10 BUILDING PERMIT - auz e ] SO. FT. OCC. BUILDING VALUATION a.* mo qods ee� ' ZZ O O CCWU%CTQ" WANK ooWnVera" WALL Aoolsss ma*wns ewell axTro4runoa vu+ooey M1Lsro ACOPA a Fireplace I CIO 60 6 05 Total Valuatlon = , S Mcwrter OR t010 M C HAA LU 0 6 f uric No. Figna Fee i —20.00 A11c,Mcr 011 00001=1 w,une A00KM4 Permit Fee i Plan Checking Fee DUUMA0oAM Energy Plan Chocking Fe• S Z o Nil K� I Ct4eel/ 1n Lev /✓�� PERMIT FEE t = 5 - Hwy` sunonea" WW PArICa 1u► PLUMBING PERMIT Filing Fee 1 20.00 4 USEOFSTRUCTURE Each Trap 7- 7.00 g / SF �Y Ouplax O Mob�ehome O Of>1er Solar or heat um water heater Water piping 29.00 15.00 / sran Each ea water heater of vent 15.00 TYPE OF WORK Gas piping Wstem 1 -5 outlets 15.00 New O Addition O Remodel O UtlLtloe O lnabliallon O Other O Building sewer 15.00 r7y Describe Work: 13 `S%�/'� - Moble Home I S I G I W 020.00 PERMIT FEE _17q, I ELECTRICAL PERMIT Filing Fee 20.00 Main Service a ILE03s 23.0012-3 ice 9001 TO 100411 46.00 .��'OW �elOD ,-3•5few cow L t: GUT�r 1877.50 rEx.Occup.ounsr 011 raTu11O 200 1.00 sw x u .°, 01�a 5.00 Service 23.00 ,3'ome Faclities 20.00 rin 23.00 PERMIT FEE S Z1 Y MECHANICAL PERMIT Filing Fee 20.00 *PERMIT FEE PAID �� Heating SRA Cooling SHERIFF Hoo72 d ��.so Ventilation �— OTHER. $ t PERMIT FEt: S -� �r Moble Home Installation Fee S Energy Inspection Fee S "` °°"`T' TYR TOTAL FEE $ 9 �y AMOVNT RECEIVED 7�l KAz m no "' 4;°' *RECEIPT NVMBER 3v9y9.6 * TO BE PVT INTO COMPUTER This permit Is hereby isa ed under the applicable provisions of the Butte County Code and/or Resolutions to do work Indicated above for which fees have been paid. By Date PERMIT EXPIRES ON o () 9 / I E.H. use ONLY Plot Plan Attached Floor Plan Attached d0 Sent to B.D. a T —� TO: Building Department NOTE: FROM: Environmental Health SUBJECT: Sanitation Clearance - 1 / r .T,fi�)�/L' V1(.�R�. + {4 V•/L '/l%(J �,E�{J'V/ •—'+: Y'\'_�/�.l// Owner r 4Location: Plan Approved for: Sewage Disposal :; 'Water Supply: Z Public; Private Well Clearance for dwelling. Oth r �n.yJdi4'�T'�FwY!'r.lt1 .ripG�Y JF.Ma i •:�{SK .. ., H> ('� _ r {- � iy i. 1'-�..f' �{Z {f'.1 ,; .- �{'� ♦.• .y f 'H Ci !. xti`7r , aa� �'"'', 'final �.. �aR� [.Y•i �.301''y. - .1 ..� r•, 'sok s�i sT tE � k�•.bdlE. ''�t .'F -d tt '4`. � � . 1 �'�.' ��--jj��S -'•��->-'�i t tsr Ft_MRt T-+`ff�.,'�t+ �y�'. �,d ,�, ..{...1:,�:�.`�� Environmental'Health''Specialist "�s.�`•y��iy r y'.,•i.�. Hold for: Yom.. _:1� ..{i•.«:':r r.� `- ,� --. ��+,•r, ry:-�4K•'.. iLi•.:. .. •.r...�r', Ih.�w�w_•.�y••c �: .r �,-. •r:.. .•.a. wp.f d'e7,yt...•'k; TR'''-';�'.` "!�y "5'r.y Y`.r3'�. Final clearance 0 K for• NOTE: :y Environmental'Health''Specialist Date — - -- - 8/96 •e "tom E.H. USE ONLY Plot Plan Attached Floor Plan Attached Sent to B.D. ! TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for dwelling. Oth r z ZR Hold final for: r-%���`/� Final clearance 0. K. for: (VOTE: r Environmental Health Specialist Date tu"7�...I?r`:%1:�{.. ...��r....-=i''ti,f�'T"d'"' `"''^• -:`.:.1" .'fi"'��'-71�+rn..r.r"`i�•.� '�"- ^.w., .-n-5r,-.-^..� ...,-1 .� - COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION • 1 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: /'/Wa / 0 C,4 C, T r / ASSESSOR PARCEL NUMBER: 0 yo � /O O — 06 6 Proposed Building Use: /%k -J 5100 Building Inspector: (�, Date: 3//Z/ o / At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By ❑ 1. All items have been submitted -------------------------------------------------------------------------------------- 112. Plot plans, 3/4 sets, signed by the preparer of plans. ------ ❑ 3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ 06. Energy Design Compliance and'supporting documentation. -----------------------------------------;---------- ❑ 7. Statement of In' t )nk.ibr Non -Heated and A/C Buildings.---------------------------------------------=----------- 118. Hazardous Material Form. Manufactured Home data 0. Fees of $ Down racl ❑ 11. Impact fees as shown onthe a a c file. ----------------------------------------------------------------- California-Dega—r-t-m—ent of Forestry plan approval/fees------------------------------ '---------- Flood elevation certificate. ------------------------ -�Q�_ ------ -S---11�1---b--/-714----11-r--n--i-;---------- J14. Sanitation and plot plan approval Health Department. ------------------------------------------- ❑ 15. City of Chico plumbing permit.----------------------------------------------------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. ❑x7. Planning approval for (A) Use: (B) Parking: -------------------------- Contact Land Development about Improvements, ❑ Drainage egal Parcel. ----------------------- ❑ 20. Pre -inspection for required Request to Building Inspector on 021. Contractor's license -information. (Number, Name Style, Classification). ----------------------------- 0 22. ----------------------------❑22. Workers' Compensation carrier and policy number. ----------------------------------------------------- C323. Owner -Builder Verification (Given to owner ❑, Mailed to owner EI) - ------------------------------- 'I i 1 (Date) 4. Letter of signature authorization. -------------------------------------------------------------------------------- 5Lm z . Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- U WT O ❑26. Letter of intent on building use.----------------------------------------------------------------------------------- ❑27. Manufactured Home utility clearance. ----- 028. Existing violations and/or expired permits. �29. 11433 A/ 0. Other: Whin you issue El Grant Deed, ❑-I.H, Title, ❑ Check to H.0 ieermit, process as follows 11 Mail to owner, PJMail to�c tllf ac ❑Telephone 8�9� �g7y and hold for ickup at �i/T— `STr2vGT: % /�/ �tj�pI PI, licant.n •, Avv Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other; 1. Index permit application for the above items numbered: 2. Additional items required: Do 100+, .16j w ►il' A-io K iispector. Date: By. — By: lan Check Li t I -1203 . Contractor, design own as advised of the above required data byXphone, ❑ mail, ❑ Building Division counter, by " Date: Z o Contractor, designer, owner, was advised of the above required data by ❑ phone, Okmail, ❑ Building Division counter, by ate: u7 Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was a sed of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by ate: Plans reviewed by: Date: .Q 1 Plans approved by: 8 Q., Date: // ° Ol Sets of plans on hod in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. YJ - • COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE OWNER /dR (D GA 9 V' �I A.P. # PROPOSED BUILDING USE / VdA-J L1,62 DATE %Z RECEIPT # DATE REC 1. BUILDING PERMIT FEES c, Q -- Balance Due ................ $ B -- Additional Fees Due ........... -- Additional Fees Due ........... -- Revised Plan Checking Fee ...... . f3.2.. SCHOOL DISTRICT FEES OJ h-HA14 (paid at District Office) SHERIFF FEES (paid at Building Division) Residential ........ T x $360.00 = $ 3�a 3/53Y'8 Units Commercial (sq.ft.)... x $0.03 = $ Sq. Ft. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x #Units Amt. Commercial (sq.ft.) .. x =$ Sq. Ft. Amt. _Z5. RECREATION DISTRICT FEES (paid at District Offic ) �,041 9.0 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FRE INSPECTION AND PLAN CHECK Z8. 9.00 (paid at Building Division) WATER TENDER FEES (Battalion # °® ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. DATE Pursuant to Government Code Section 66020, you are hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 2/97) 3060 Thorntree Drive #10 • Chico, CA 95973`, (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com r ti Mr. Michael Vieira, CBO Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7541 RE: Crotti Residence A.P.N.: 040-100-060 Permit No.: 01-0497 Dear Mr. Vieira, M O/- 09`-97 BUTTE COUNTY 60ILDING DEPARTMF-10 &PPROV6D ///8/o z ?1q. We are writing this letter at the request of Mr. Crotti, an owner/builder, to provide approval for construction method used for the project listed above. Mr. Crotti has requested modification of shear wall lines 3 and 4 (east and west walls of the garage.) Enclosed are the calculations for the . following modifications. After f irtherreview of the calculations, wall lines 3 and 4 have been reduced to wall line type 4. A 3'-0" shear wall was aid to the North end of wall line 3. This wall shall have PHD2 holdowns at 5Ach end. A 6'-3" shear wall was added to the center of wall line 4. Thiall shall have PHD5 holdowns mach end. All n� holdowns are to be installed using 5/8" "All Thread" with Simpson SET epoxy and a 12" embed. Both wall lines require double 2x framing members nailed with two rows of 16d's at 24" o.c. at all panel edges. In addition wall lines 3 and 4 both require 5/8" "All Thread" sill anchors at 18" o.c these may be installed using Simpson SET epoxy and a 6" embed. Adhesive anchor installations require special inspection in accordance with section 1701.5 of the uniform building code. The special inspector shall record the drill -bit compliance with ANSI B94.12-1977, hole depth and cleanliness, product description, including product name, rod diameter and length, adhesive expiration date and verification of anchor installation with the manufacture's published instructions and this report. Verify that air used to clean holes is properly filtered or from an oil -less compressor system. Mr. Crotti has requested the omission of the rafter braces as shown on detail "Typical Cornice" / and "Section" on Sheet 11. The construction method used is adequate, the rafter brace is not V needed. At the residence portion of the construction Mr. Crotti has requested an alternate sill -nailing schedule. A revised sill -nailing schedule for the shear transfer of the bottom plate to the rim joist has been provided. qC* 3060 Thorntree Drive #10 • Chico, CA 95973 4 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com Thank you for the opportunity to be of service. Please contact us at the address and number above if you have any questions. Charles J. Roberts, PE 6 P5077 P�ESIDENCEI g,G.Ga001.003 a Ame &Af)A(TG 11/26/01 - Lateral Analysis - Crotti Residence - R.C.E. Job 2001.003 Wind Loads - Method 1 P= Ce•Cq•gs•l IWW 01 W IWR OWR rN R OPR P= P= P= P= P= P= Wind Speed: 75 mph Exposure: C where; Ce = 1.06 @ 0 to 15' Ce = 1.13 @ 15 to 20' 12.2 7.61 6.1 0.0 10.7 10.7 psf - @ 0 to 15' Ce = 1.19 @ 20 to 25' 13.0 8.11 6.5 0.0 11.4 11.4 psf - @ 15 to 20' Ce = 1.23 @ 25 to 30' 13.7 8.6 6.9 0.0 12.0 12.0 psf - @ 20 to 25' Ce = 1.31 @ 30 to 40' 14.2 8.9 7.1 0.0 12.4 12.4 psf - @ 25 to 30' Ce = 1.43 @ 40 to 60' 15.1 9.4 7.5 0.0 13.2 13.2 psf - @ 30 to 40' Cq = 0.8 (IWW) Inward @ Windward Wall 16.5 10.3 8.2 0.0 14.41 14.4 psf - @ 40 to 60' Cq = 0.5 (OLW) Outward @ Leeward Wall Cq = 0.4 (IWR) Inward @ Windward Roof Cq = 0 (OWR) Outward @ Windward Roof Cq = 0.7 (OLR) Outward @ Leeward Roof Cq = 0.7 (OPR) Outward @ Parallel To Ridge qs = 14.4 psf I = I Importance Factor Roof Slope = 12 Rise to 12 Horiz. nd Loading Wall Lines F -G Mean Roof Height = 17.5 feet Uplift Pressure = 11.0 psf Garage Wind Loading @ Wall Lines F -G Mean Roof Height = 17.5 feet Uplift Pressure = 11.0 psf Garage Wind Loading @ Wall Lines 3-4 Mean Roof Height = 17.5 feet Uplift Pressure = 11.0 psf. Copywrire 2000 - Spyder Software Fn = Tributary Normal Area Pressure 5.00 feet @ 12.2 psf = 5.00 feet @ 7.9 psf = 0.00 feet @ 6.3 psf = 0.00 feet @ 1 1.0 psf = Fa = Tributary Tributary Normal Pressure Area Pressure 10.00 feet @ 12.2 psf = 4.00 feet @ 13.0 psf = 14.00 feet @ 7.9 psf = 0.00 feet @ 6.3 psf = 0.00 feet @ 11.0 psf = Fn = Tributary Normal Area Pressure 5.00 feet @ 12.2 psf = 5.00 feet @ 7.9 psf = 0.00 feet @ 6.3 psf = 0.00 feet @ 1 1.0 psf = Fa = Tributary Normal Area Pressure 5.00 feet @ 12.2 psf = 5.00 feet @ 7.9 psf = 14.00 feet @ 6.3 psf = 14.00 feet @ 11.0 psf = Fn = Resultant Horizontal Force 122 lbs. (IWW) @ 0 to 15' 52 lbs. (IWW) @15 to 20' 110 lbs. (OLW) @ 0 to 15' 0 lbs. (IWR) @ 15 to 20' 0 lbs. (OLR) @ 15 to 20' 9AS nlf. hnri7 Resultant Horizontal Force 61 lbs. (IWW) @ 0 to 15' 39 lbs. (OLW) @ 0 to 15' 0 lbs. (IWR) @ 15 to 20' 0 lbs. (OLR) @ 15 to 20' 1 nn nif . hnri7 Resultant Horizontal Force 61 lbs. (IWW) @ 0 to 15' 39 lbs. (OLW) @ 0 to 15' 88 lbs. (IWR) @ 15 to 20' 155 lbs. (OLR) @ 15 to 20' 11/26/01 - Lateral Analysis - Crotti Residence - R.C.E. Job 2001.003 Garage Lateral Load Summary 1 st Level Loadings Wall Line ID Tributary Length Unit Loads Seismic Wind (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case F 12.5 129 193 1.61 2.41 Wind Controls G 12.5 129 193 1.61 2.41 Wind Controls 3 21.0 72 343 1.51 7.21 Wind Controls 4 21.0 72 343 1.51 7.21 Wind Controls Copywrite 2000 - Spyder Software 11/26/01 - Lateral Analysis - Crotti Residence - R.C.E. Job 2001.003 Garage 1.51 Ist (UBC Section 1630.1) 0.26 80 East-West Direction: 0.150 Story Shear 3.02 kips PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Ist Seismic pMax 1.00 Wall Line Lateral Wall Wali Wall Applied OTM Forces Applied Forces Resisting OTM Resistive Net Uplift Comments ID • Load I Height I Length r, Stress Uniform Point OTM Uniform Point OTM Force Used 100%of Tabulated Values See Note (kips) (feet) (feet) Wind (plf) (kif) (kips) (foot -kips) (klf) (kips) (foot -kips) (kips) Simpson Products 3 1.51 1 S.D0 16.00 0.26 80 19.10 0.150 16.32 0.174 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Ist Seismic Level 9.00 3.00 0.26 80 2.15 0.090 0.34 0.601 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 7.21 15.00 16.00 0.20 379 91.07 0.150 12.80 4.892 PHD6 w/ 4x POST 81 SSTS28 A.B. Wind 11.00 6.25 384 26.43 0.110 1.43 4.000 PHD5 w/ DBL 2x POST Bt SSTB20 A.B. Wind 9.00 3.00 379 10.24 0.090 0.27 3.325 PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. Horizontal Diaphragm Lengths et Stresses 11.00 6.25 East Side WestSide 26.43 Sill Plate Shear Anchorage for above wall line 1.43 (feet) (plf) (feet) (plyL PHD5 w/ DBL 2x POST 8t SSTB20 A.B. Bolt Dia. (in.) Capacity (kips) Spacing 18.469305 6.25 0.625 1.168 36 in. o.c. 4 1.51 11.00 6.25 0.20 121 8.32 0.110 1.93 1.021 PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. Ist Seismic Level 11.00 6.25 0.20 121 8.32 0.110 1.93 1.021 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 11.00 6.25 0.20 121 8.32 0.110 1.93 1.021 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 7.21 11.00 6.25 384 26.43 0.110 1.43 4.000 PHD5 w/ DBL 2x POST Bt SSTB20 A.B. Wind 11.00 6.25 384 26.43 0.110 1.43 4.000 PHD5 w/ DBL 2x POST 8t SSTB20 A.B. 11.00 6.25 384 26.43 0.110 1.43 4.000 PHD5 w/ DBL 2x POST et SSTB20 A.B. Horizontal Diaphragm Lengths 61 Stresses - East Side West Side L _ Sill Plate Shear Anchorage for above wall line (feet) I (PIO (feet) I (plF) Bolt Dia. (in.) Capacity (kips) Spacing 18.226288 I 1 0.625 1.168 36 in. o.c. Copywnre 2000 - Spyder Software NOTES: 1) ,MINIMUM PLYWOOD PANEL DIMENSION 15 24". 2) PROVIDE BLOCKING AT ALL PLYWOOD JOINTS. 5) 5/8" PLYWOOD PANELS SHALL BE PLACED WITH THE FACE OF GRAIN PARALLEL TO STUDS, (VERT) IF STUDS ARE PLACED A MAXIMUM OF Ib" ON CENTER OTHERWISE PLACE THE PANELS WITH THE FACE OF &RAIN PERPENDICULAR TO THE STUDS, (HORIZ). 4) ANCHOR BOLTS SHALL BE SPACED AS INDICATED BELOW 3 WITHIN 41" OF ENDS OF WALL W/ q" MIN EMBED. USE 2"X2" PLATE WASHERS. 5) ALL EXTERIOR WALL5 NOT SPECIFIED SHALL BE TYPEIQWITH ANCHOR BOLTS SPACED a '72" oz. W TOP PLATE SPLICES SHALL BE 25-I6d NAILS U.O.N. 7) WALL SHEATHING (BELOW) MAY BE SWITCHED FROM 5/8" COX TO 5/8" T-1-11 (NO &ROVES) OR TO 5/8" T-1-11 (WITH GROVES). USE NAILS A5 DESIGNATED BELOW FOR 5/8" T -1 -II. USE IOD NAILS AT THE SPACING SHOWN BELOW FOR THE 5/8" T -1 -II. 6) USE COMMON OR GALVANIZED BOX NAILS ONLY. DO NQI USE GALVANIZED CASING NAILS. q) USE 5x OR DBL 2x FRAMING WHERE END NAILING a 2" O.G. WHERE DBL 2x USED SPLICE STUDS T06ETHER WITH Ibd NAILS a b" O.G. 10) WHEN 2 ROW5 OF SILL NAILING 15 REQUIRED, USE A STAGGERED NAILING PATTERN. . 11) WHERE ALLOWABLE SHEAR VALUES EXCEED 550 PLF, FOUNDATION SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LE55 THAN A SINGLE 5 -INCH NOMINAL MEMBER. PLYWOOD JOINTS AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL GASES. PER NOTE 5 FROM TABLE 25 -II -1-1 OF THE Igq'1 UBC. INSTALL LONGER ANCHOR BOLT TO INSURE 41" MIN EMBED. SHEAR NAILING SCHEDULE SILL CONNECTION WALL SHEATHING 4 NAILING DE -516N MARK SEE NOTES 7 8 8 ANCHOR BOLTS SILL NAILING CAPACITY 5/8" COX ONE SIDE W/ 1/2" dia. A.B. a Ibd ® 4" oz. Q 8d a b" oz. END NAILING 48" oz. AS PLF 8d a 12" oz. FIELD NAILING 5/6" COX ONE 51DE W/ 1/2" dia. A.B. o Ibd a 4" oz. Q 8d a 4" oz. END NAILING 56" oz. 272 PLF 8d a 12" oz. FIELD NAILING 5/8" COX ONE 51DE W/ 1/2" dia. A.B. a Ibd a 5" oz. Q 8d a 5" oz. END NAILING 24" oz. 550 PLF 8d a 12" oz. FIELD NAILING 5/8" COX ONE 51DE W/ I/2" dia. A.B. a 50d a 15" oz. 6d a 5" oz. END NAILING 24" oz. 5qO PLF SEE Nare 11 8d a 12" oz. FIELD NAILING 5/6" COX ONE SIDE W/ 1/2" dia. A.B. a' A 8d a 2" oz. END NAILING 16" oz. 50d a 11" oz. 500 PLF SEE NOT= " 8d a 12" oz. FIELD NAILING 5/8" COX TWO 51DE W/ 1/2" dia. AB. a 8d a 4" oz. END NAILING 12" oz. 50d a 10" 04. 5410 PLF 6r=E NOTE " 8d a 12" oz. FIELD NAILING 5/8" COX TWO 51DE W/ 1/2" dia. A.B. a Q 8d a 5" oz. END NAILIN6 12" oz. 50d a 7" oz. 780 PLF 5'r= Hom 8d a 12" oz. FIELD NAILING 5/8" COX TWO 51DE W/ 5/8" dia. A.B. a 8b 6d a 2" oz. END NAILING 12" oz. 50d a b" oz. q80 PLF 5"� How 8d a 12" oz. FIELD NAILING 5/8" COX TWO SIDE W/ 5/8" dia. A.B. a A IOd COMMON a 2" oz. E.N. 12" oz. 50d a 4 1/2" oz 1200 PLF 5EE NOTE IOd COMMON a 12" oz. F.N. SHEAR NAILING SCHEDULE STRUCTURAL CALCULATIONS RCE Job #2001-003 for Mario Crotti Crotti Residence Lot #3 Nikki Creek LN Durham, CA 95938 Calculation Index: Page # • Elevated Concrete 1 Deck Detail • Staad Analysis SAI — SAI 2 • Concrete Hand HCI Calculation Check • Ledger Bolt Analysis LB 1 Revision Summary: Rev. 0 12/17/01 Initial issue i� J��*� •v3.31-oj CIVIL — STRUCTURAL ENGINEERING SURVEYING 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 — Fax: (530) 894-8882 fax cci(@r-c-e.com - h"p://www.r-c-e.com i SHEAR PLY. SEE PLAN E.N. �- V4" PER. FT. 5LOPE n V2., CONCRETE SLAB W/ #4 REBAR @ -J 16" O.G. EA. WAY CENTER OF SLAB SEE DETAIL 1/53 FOR A.B. REQUIREMENTS SEE DETAIL 1/53 FOR SILL 51ZE REQUIREMENTS E.N. P.T.D.F. 1 (2),142",V A.B. @ 24" O.G. WHERE LEDGER OCCURES. ELEVATED FORGH SLAE3 1:;)ETA I L GROTTI RESIDENCE ENTRY PORCH R. G. E. JOB NO. - 2001.003 15 W i MN/ELEM t 2 3 4 5 6 B 1 9 2 103 114 125 13 157 169 179 IB 1e 1911 20 STRUCTURE DATA 2213 2314 2415 2516 2617 27 TYPE = SPACE 2919 3020 13, 21 3222 3323 34 NJ = 114 NM = 0 3625 3726 3827 3928 4029 41 42 NE = 9t 4331 9432 as 33 9639 4735 4836 e9 NS = 0 NR J= 4337 50 38 51 39 52 40 53 41 Sa 42 SS 56 NL = 9 XMAX= 72.0 43 57 4e SB 45 59 46 60 47 67 48 62 63 YMAX= .0 49 64 50 65 st 66 52 67 S3 6B 54 69 70 ZMAX= 192.0 71 SS 7256 7357 7458 75 S9 7660 77 7861 7962 Igo G3 81 64 192 G5 193 G6 84 8567 GG Go 9769 BB 79 8971 9072 91 73 92 74 93 75 94 76 95 77 96 78 97 98 9979 1000 left 1022 1033 1044 105 10695 1076 10897 10999 1109 11 r99 112 1131 1192 1153 1164 117 95 1166 119 J=114,E=91 UNIT INC KIP S T A A D P O S -PLOTT (REV: 22.3 ) DATE: DEC 17, 2001 TITLE: CROTTI PORCH i User ID: R. C. E. -i R • • S T A A D- I I I f • RevISIon 22.3 • Proprietary Progra of f • Research Engineers, Inc. Date= DEC 17, 2001 R • TI e= 16: 6:27 } • USER ID: R. C. E. 1. STAAD SPACE CROTTI PORCH 2. INPUT WIDTH 72 3. UNIT FEET KIP 4. JOINT COORDINATES 5. 1 .000 .000 .000 6. 2 1.000 .000 .000 7. 3 2.000 .000 .000 8. 4 3.000 .000 .000 9. 5 4.000 .000 .000 10. 6 5.000 .000 .000 11. 8 .000 .000 1.000 12. 9 1.000 .000 1.000 13. 10 2.000 .000 1.000 14. 11 3.000 .000 1.000 15. 12 4.000 .000 1.000 16. 13 5.000 .000 1.000 17. 15 .000 .000 2.000 18. 16 1.000 .000 2.000 19. 17 2.000 .000 2.000 20. 18 3.000 .000 2.000 21. 1'9 4.000 .000 2.000 22. 20 5.000 .000 2.000 23. 22 .000 .000 3.000 24. 23 1.000 .000 3.000 25. 24 2.000 .000 3.000 26. 25 3.000 .000 3.000 27. 26 4.000 .000 3.000 28. 27 5.000 .000 3.000 29. 29 .000 .000 4.000 30. 30 1.000 .000 4.000 31. 31 2.000 .000 4.000 32. 32 3.000 .000 4.000 33. 33 4.000 .000 4.000 34. 34 5.000 .000 4.000 35. 36 .000 .000 5.000 36. 37 1.000 .000 5.000 37. 38 2.000 .000 5.000 38. 39 3.000 .000 5.000 39. 40 4.000 .000 5.000 40. 41 5.000 .000 5.000 41. 42 6.000 .000 5.000 PAGE NO. 501.E User ID R. C. E. -- PAGE NO.QfcSR 2 �- CROTTI PORCH 42. 43 .000 .000 6.000 43. 44 1.000 .000 6.000 44. 45 2:000 .000 6.000 45. 46 3.000 .000 6.000 46. 47 4.000 .000 6.000 47. 48 5.000 .000 6.000 48. 49 6.000 .000 6.000 49. 50 .000 .000 7.000 50. 51 1.000 .000 7.000 51. 52 2.000 .000 7.000 52. 53 3.000 .000 7.000 53. 54 4.000 .000 7.000 54. 55 5.000 .000 7.000 55. 56 6.000 .000 7.000 56. 57 .000 .000 8.000 57. 58 1.000 .000 8.000 58. 59 2.000 .000 8.000 59. 60 3.000 .000 8.000 60. 61 4.000 .000 8.000. 61. 62 5.000 .000 8.000 62. 63 6.000 .000 8.000 63. 64 .000 .000 9.000 64. 65 1.000 .000 9.000 65. 66 2.000 .000 9.000 66. 67 3.000 .000 9.000 67. 68 4.000 .000 9.000 68. 69 5.000 .000 9.000 69. 70 6.000, ..000 9.000 70. 71 .000 .000 10.000 71, 72 1.000 .000 10.000 72. 73 2.000 .000 10.000 73. 74 3.000 .000 10.000 74. 75 4.000 .000. 10.000 75. 76 5.000 .000 10.000 76. 77 6.000 .000 10.000• 77, 78 .000 .000 11.000 78, 79 1.000 .000 11.000 79. 80 2.000 .000 11.000 80. 81 3.000 .000 11.000 81. 82 4.000 .000 11.000 82. 83 5.000 .000 11.000 83. 84 6.000 .000 11.000 84. 85 .000 .000 12.000 85. 86 1.000 .000 12.000 86. 87 2.000 .000 12.000 87. 88 3.000 .000 12.000 88. 89 4.000 .000 12.000 89. 90 5.000 .000 12.000 90'. 91 6.000 .000 12.000 91, 92 .000 .000 13.000 92. 93 1.000 .000 13.000 93. 94 2.000 .000 13.000 94. 95 3.000 .000 13.000 95. 96 4.000 .000 13.000 96. 97 5.000 .000 13.000 97. 98 6.000 .000 13.000 - - PAGE N0,4Fj<<jA 3 User ID: R. C. E. CROTTI PORCH 98, 99 .000 .000 14.000 99. 100 1.000 .000 14.000 100. 101 2.000 .000 14.000 101. 102 3.000 .000 14.000 102. 103 4.000 .000 14.000 103. 104 5.000 .000 14.000 104. 105 6.000 .000 14.000 105. 106 .000 .000 15.000 106. 107 1.000 .000 15.000 107. 108 2.000 .000 15.000 108. 109 3.000 .000 15.000 109. 110 4.000 .000 15.000 110. 111 5.000 .000 15.000 111. 112 6.000 .000 15.000 112. 113 .000 .000 16.000 113. 114 1.000 .000 16.000 114. 115 2.000 .000 16.000 115. 116 3.000 .000 16.000 116. 117 4.000 .000 16.000 117. 118 5.000 .000 16.000 118. 119 6.000 .000 16.000 119. ELEMENT INCIDENCES 120. 1 1 8 9 2 121. 2 2 9 10 3 122. 3 3, 10 11 4 123. 4 4 11 12 5 124. 5 5 12 13 6 125. 7 8 15 16 9 126. 8 9 16 17 10 127. 9 10 17 18 11 128. 10 11 18 19 12 129. 11 12 19 20 13 130. 13 15 22 23 16 131. 14 16 23 24 17 132. 15 17 24 25 18 133. 16 18 25 26 19 134. 17 19 26 27 20 135. 19 22 29 30 23 136. 20 23 30 31 24 137. 21 24 31 32 25 138, 22 25 32 33 26 139. 23 26 33 34 27 140. 25 29 36 37 30 141. 26 30 37 38 31 142. 27 31 38 39 32 143. 28 32 39 40 33 144. 29 33 40 41 34 145. 31 36 43 44 37 146. 32 37 44 45 38 147. 33 38 45 46 39 148. 34 39 46 47 40 149. 35 40 47 48 41 150. 36 41 48 49 42 151. 37 43 50 51 44 152. 38 44 51 52 45 153. 39 45 52 53 46 - - PAGE N0,4Fj<<jA 3 User ID: R. C. E. CROTT I PORCH - - PAGE NO.? SA 4 154. 40 46 53 54 47 155. 41 47 54 55 48 156. 42 48 55 56 49 157. 43 50 57 58 51 158. 44 51 58 59 52 159, 45 52 59 60 53 160. 46 53 60 61 54 161, 47 54 61 62 55 162. 48 55 62 63 56 163. 49 57 64 65 58 164. 50 58 65 66 59 165. 51 59 66 67 60 166. .52 60 67 68 61 167. 53 61 68 69 62 168. 54 62 69 70 63 169. 55 64 71 72 65 170. 56 65 72 73 66 171. 57 66 73 74 67 172 58 67 74 75 68 173. 59 68 75 76 69 174. 60 69 76 77 70 175. 61 71 78 79 72 176. 62 72 79 80 73 177. 63 73 80 81 74 178. 64 74 81 82 75 179. 65 75 82 83 76 180. 66 76 83 84 77 181. 67 78 85 86 79 182. 68 79 86 87 80 183. 69 80 87 88 81 184. 70 81 88 89 82 185. 71 82 89 90 83 186. 72 83 90 91 84 187. 73 85 92 93 86 188. 74 86 93 94 87 189. 75 87 94 95 88 190. 76 88 95 96 89 191. 77 89 96 97 90 192. 78 90 97 98 91 193. 79 92 99 100 93 194. 80 93 100 101 94 195. 81 94 101 102 95 196 82 95 102 103 96 197. 83 96 103 104 97 198. 84 97 104 105 98 199. 85 99 106 107 100 200. 86 100 107 108 101 201. 87 101 108 109 102 202. 88 102 109 110 103 203. 89 103 110 111 104 204. 90 104 111 112 105 205. 91 106 113 114 107 206. 92 107 114 115 108 207. 93 108 115 116 109 208. 94 109 116 117 110 209. 95 110 117 118 111 User ID: R. C. E. _ PAGE NO . 935A5 ' CROTTI PORCH 210. 96 111 118 119 112 211. 6 6 13 14 7 212. 12 13 20 21 14 213. 18 20 27 28 21 214. 24 27 34 35 28 215. 30 34 41 42 35 216. UNIT INCHES KIP 217. MEMBER PROPERTY AMERICAN 218. ELEMENT PROPERTY 219. 1 TO 5 7 TO 11 13 TO 17 19 TO 23 25 TO 29 31 TO 96 THICKNESS 5.5 220. CONSTANT 221. E CONCRETE MEMB 1 TO 5 7 TO 11 13 TO 17 19 TO 23 25 TO 29 31 TO 96 222. DENSITY CONCRETE MEMB 1 TO 5 7 TO 11 13 TO 17 19 TO 23 25 TO 29 31 TO 9 223. POISSON CONCRETE MEMB 1 TO 5 7 TO 11 13 TO 17 19 TO 23 25 TO 29 31 TO 9 224. SUPPORT 225. 1 TO 6 8 13 15 20 22 27 29 34 36 41 TO 43 49 50 56 57 63 64 70 71 77 226. 78 84 85 91 92 98 99 105 106 112 113 115 TO 119 FIXED 227. UNIT FEET POUND 228. LOAD 1 DEAD'LOADS 229. SELFWEIGHT Y -1. 230. ELEMENT LOAD 231. 1 TO 5 7 TO 11 13 TO 17 19 TO 23 25 TO 29 31 TO 96 PR -20. 232. LOAD 2 LIVE LOADS 233. ELEMENT LOAD 234. 1 TO 5 7 TO 11 13 TO 17 19 TO 23 25 TO 29 31 TO 96 PR -50. 235. LOAD 3 X-DIR EQ 236. SELFWEIGHT X .2 237. LOAD 4 DL + LL 238. REPEAT LOAD 239. 1 1. 2 1. 240. LOAD 5 DL + LL + EQ 241. *CONCRETE LOAD CASES 6 THROUGH 8 242. REPEAT LOAD 243. 1 1. 2 1. 3 1. 244. LOAD 6 1.4DL + 1.7LL 245. REPEAT LOAD 246. 1 1.4 2 1.7 247. LOAD 7 .75(1.4DL + 1.7LL + 1.87EQ) 248. REPEAT LOAD 249. 1 1.05 2 1.275 3 1.403 250. LOAD 8 0.9DL + 1.4EQ 251. REPEAT LOAD 252. 1 .9 3 1.4 253. UNIT INCHES KIP 254. PDELTA 6 ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 114/ 911 43 ORIGINAL/FINAL BAND -WIDTH = 8l 8 TOTAL PRIMARY LOAD CASES = 8, TOTAL DEGREES OF FREEDOM = 684 SIZE OF STIFFNESS MATRIX = 36936 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.72/ 2047.7 MB, EXMEM = 1968.1 MB 'f CROTTI PORCH User ID: R. C. E. _ _ PAGE NO • ++ Processing Element Stiffness Matrix. 16: 16: 6:28 6:28 ++ Processing Global Stiffness Matrix. 16: 6:28 ++ Processing Triangular Factorization. 16: 6:28 ++ Calculating Joint Displacements. 16: 6:28 ++ Calculating Member Forces. 255. PLOT SECTION FILE 256. 'AISC CODE CHECK OF GRAVITY ONLY I = 1.0 257. LOAD LIST 1 4 258. PARAMETER 259. CODE AISC 260. 'AISC CODE CHECK OF LATERAL CONDITIONS 1 = 1.33 261. LOAD LIST 5 262. PARAMETER 263. CODE AISC 264. START CONCRETE DESIGN 265. CODE ACI 266. FY MAIN 40. MEMB 1 TO 5 7 TO 11 13 TO 17 19 TO 23 25 TO 29 31 TO 96 267. CLB 2. MEMB 1 TO 5 7 TO 11 13 TO 17 19 TO 23 25 TO 29 31 TO 96 268. CLT 3.5 MEMB 1 TO 5 7 TO 11 13 TO 17 19 TO 23 25 TO 29 31 TO 96 269. FC 2. MEMB 1 TO 5 7 TO 11 13 TO 17 19 TO 23 25 TO 29 31 TO 96 270. DESIGN ELEMENT 1 TO 5 7 TO 11 13 TO 17 19 TO 23 25 TO 29 31 TO 96 u 6 User ID: R. C. E. - - PAGE .NO. 7 CROTTI PORCH ELEMENT DESIGN SUMMARY ELEMENT LONG. REINF MOM -X /LOAD TRANS. REINF MOM -Y (LOAD , (SQ.INIFT) (K-FT/FT) (SQ.IN/FT) (K-FT/FT) 1 TOP .02 / 5 .132 .02 / 5 BOTT: .132 .000 .00 / 0 .000 .00 / 0 2 TOP : .06 / 5 .000 .00 / 5 BOTT: .132 .000 .00 / 0 .000 .00 / 0 3 TOP : .132 .08 / 5 .000 .00 / 5 BOTT: .000 .00 / 0 .000 .00 / 5 4 TOP : .06 / 5 .000 .00 / 5 BOTT: .132 .000 .00 / 0 .000 .00 I 5 5 TOP : .132 .02 / 5 .132 .02 / 5 BOTT: .000 .00 / 0 .000 .00 / 5 7 TOP : .132 .01 / 5 .132 .06 / 5 BOTT: .000 .00 / 0 .000 .00 / 5 8 TOP : .00 / 5 .000 .00 / 5 BOTT: .000 .132 .02 / 5 .132 .03 / 5 9 TOP : .000 .00 / 5 .000 .00 / 5 BOTT: .132 .03 / 5 .132 .06 / 5 10 TOP : .000 .00 / 5 .000 .00 / 5 BOTT: .132 .02 / 5 .132 .03 / 5 11 TOP : .132 .01 / 5 .132 .06 / 5 BOTT: .000 .00 / 5 .000 .00 / 5 13 TOP : .132 .01 / 5 .132 .10 / 5 BOTT: .000 .00 / 5 .000 .00 / 5 14 TOP : .000 .00 / 5 .000 .00 / 5 BOTT: .132 .03 / 5 .132 06 / 5 15 TOP : .000 .00 ! 5 .000 .00 / 5 BOTT: .132 .04 / 5 .132 .10 / 5 16 TOP : .000 .00 / 5 .000 .00 / 5 BOTT: .132 .03 / 5 .132 .06 ! 5 17 TOP : .132 .01 / 5 .132 .10 / 5 BOTT: .000 .00 / 5 .000 .00 / 5 19 TOP : .132 .02 / 5 .132 .13 / 5 BOTT: .000 .00 / 5 .000 .00 / 5 PAGE NO. 8 00 / 5 User ID: R. C. E. / 5 CROTTI PORCH 5 13 / 5 00 / 5 07 / 5 13 / 20 TOP .000 .00 / 5 .000 00 BOTT: .132 .02 / 5 .132 21 TOP : .000 .00 / 5 .000 5 BOTT: .132 .03 / 5 .132 22 TOP : .000 .00 / 5 .000 / BOTT: .132 .01 / 5 .132 23 TOP : .132 .02 / 5 .132 16 BOTT: .000 .00 / 5 .000 25 TOP : .132 .03 / 5 .132 5 BOTT: .000 .00 / 5 .000 26 TOP : .000 .00 / 5 .000 / BOTT: .132 .01 / 5 .132 27 TOP : .000 .00 / 5 .000 BOTT: .132 .02 / 5 .132 28 TOP .132 .02 / 5 .000 BOTT: .000 .'00 / 5 .132 29 TOP .132 .05 / 5 .132 BOTT: .000 .00 / 5 .000 31 TOP : .132 .03 / 5 .132 BOTT: .000 .00 / 5 .000 32 TOP .000 .00 / 5 .000 BOTT: .132 .01 / 5 .132 33 TOP : .000 .00 / 5 .000 BOTT: .132 .02 / 5 .132 34 TOP : .000 Ob / 5 .000 BOTT: .000 .00 / 5 .132 35 TOP .132 .06 / 5 .132 BOTT: .000 .00 / 5 .000 36 TOP : .132 .04 / 5 .132 BOTT: .000 .00 / 5 .000 37 TOP .132 .03 / 5 .132 BOTT: .000 .00 / 5 .000 38 TOP : '.000 .00 / 5 .000 BOTT: .132 .01 / 5 .132 39 TOP : .000 .00 / 5 .000 BOTT: .132 .04 / 5 .132 PAGE NO. 8 00 / 5 07 / 5 00 / 5 13 / 5 00 / 5 07 / 5 13 / 5 00 / 5 15 / 5 00 / 5 00 / 5 07 / 5 00 / 5 15 / 5 00 / 5 09 / 5 16 / 5 00 / 5 17 / 5 00 / 5 00 / 5 06 / 5 00 / 5 16 / 5 00 / 5 11 / 5 10 / 5 00 / 5 07 / 5 00 / 5 19 / 5 00 / 5 00 / 5 O6 / 5 00 / 5 16 / 5 0 9 User ID: R: C. E. CROTTI PORCH -- PAGE NO. 40 . TOP .000 .00 / 5 .000 .00 / k 5 BOTT: .132 .05 / 5 .132 .14 / 5 41 TOP : .000 .00 / 5 .000 .00 / 5 BOTT: .132 .03 / 5 .001 .00 / 5 42 TOP .132 .01 / 5 .132 .16 / 5 BOTT: .000 .00 / 5 .000 .00 / 5 43 TOP .132 .03 / 5 .132 .21 / 5 BOTT: .000 .00 / 5 .000 .00 / 5 44 TOP : .000 .00 / 5 .000 .00 / 5 BOTT: .132 .02 / 5 .132 .05 / 5 45 TOP : .000 .00 / 5 .000 .00 ! 5 BOTT: .132 .05 / 5 .132 .17 ! 5 46 TOP .000 .00 / 5 .000 .00 / 5 BOTT: .132 .05 / 5 .132 .16 / 5 47 TOP : .000 .00 / 5 .000 .00 / 5 BOTT: .132 .03 / 5 .132 .04 / .5 48 TOP : .132 .02 / 5 .132 .19 / 5 . BOTT: .000 .00 / 5 .000 .00 / 5 49 TOP .132 .04 / 5 .132 .22 / 5 BOTT: .000 .00 / 5 .000 .00 / 5 50 TOP : .000 .00 / 5 .000 .00 / 5 BOTT: .132 .02 / 5 .132 .05 / 5 51 TOP : .000 .00 / 5 .000 .00 / 5 BOTT: .132 .05 / 5 .132 .18 / 5 52 TOP : .000 .00 / 5 .000 .00 / 5 BOTT: .132 .05 / 5 .132 .18 / 5 53 TOP : .000. 00 / 5 .000 .00 / 5 BOTT: .132 .02 / 5 .132 .05 / 5 54 TOP : .132 .03 / 5 .132 .22 / 5 BOTT: .000 .00 / 5 .000 .00 / 5 55 TOP : .132 .04 / 5 .132 .23 / 5 BOTT: .000 .00 / 5 .000 .00 / 5 56 TOP .000 .00 / 5 .000 .00 / 5 BOTT: .132 .02 / 5 .132 .05 / 5 57 TOP 000 .00 / 5 000 .00 / 5 BOTT: .132 .04 / 5 .132 .18 / 5 0 9 CROTTI PORCH 58 TOP : BOTT: 59 TOP : BOTT: 60 TOP : -- PAGE BOTT: 61 TOP : / BOTT: 62 TOP : / BOTT: 63 TOP : 5 BOTT: 64 TOP : 000 BOTT: 65 TOP : .000 BOTT: 66 TOP : .02 BOTT: 67 TOP : .05 BOTT: 68 TOP : / BOTT: 69 TOP : / BOTT: 70 TOP : 5 BOTT: 71 TOP 132 BOTT: 72 TOP : .132 BOTT: 73 TOP : .00 BOTT: 74 TOP : .00 BOTT: 75 TOP : / BOTT: 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 10 User ID: R. C. E. -- PAGE NO 000 .00 / 5 .000 .00 / 132 .04 / 5 .132 .18 / 000 .00 / 5 .000 .00 / 132 .02 / 5 .132 .05 / 132 .04 / 5 .132 .23 / 000 .00 / 5 .000 .00 / 132 .04 / 5 .132 .22 / 000 .00 / 5 .000 .00 / 000 .00 / 5 .000 .00 / 132 .02 / 5 .132 .05 / 000 .00 / 5 .000 .00 / 132 .05 / 5 .132 .18 / 000 .00 / 5 .000 .00 r 132 .05 / 5 .132 .18 / 000 .00 / 5 .000 .00 / 132 .02 / 5 .132 .05 / 132 .04 / 5 .132 .22 / 000 .00 / 5 .000 .00 / 132 .03 / 5 .132 .21 / 000 .00 / 5 .000 .00 / 000 .00 / 5 .000 .00 / 132 .02 / 5 .132 .05 / 000 .00 / 5 .000 .00 / 132 .05 / 5 .132 .17 / 000 .00 / 5 .000 .00 / 132 .05 / 5 .132 .17 / 000 .00 / 5 .000 .00 / 132 .02 / 5 .132 .05 / 132 .03 / 5 .132 .21 / 000 .00 / 5 .000 .00 / 132 .03 / 5 .132 .19 / 000 .00 / 5 .000 .00 / 000 .00 / 5 .000 .00 / 132 .03 / 5 .132 .05 / 000 .00 / 5 .000 .00 / 132 .06 / 5 .132 .15 / 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 10 CROTTI PORCH 76 TOP : 1 BOTT: 77 TOP : BOTT: 78 TOP : -- PAGE BOTT: 79 TOP : 00 BOTT: 80 TOP : / BOTT: 81 TOP : / 5 BOTT: 82 TOP : 5 BOTT: 83 TOP : .000 BOTT: 84 TOP : 132 BOTT: 85 TOP : .05 BOTT: 86 TOP : .03 BOTT: 87 TOP : / BOTT: 88 TOP : / 5 BOTT: 89 TOP : 5 BOTT: 90 TOP : .132 BOTT: 91 TOP : 000 BOTT: 92 TOP : .00 BOTT: 93 TOP : .00 BOTT: User ID: R. C. E. 1 -- PAGE NO. 11 000 00 / 5 .000 .00 / 5 132 06 / 5 .132 .15 / 5 000 .00 / 5 .000 .00 I 5 132 .03 / 5 .132 .05 / 5 132 .03 / 5 .132 .19 / 5 000 .00 / 5 .000 .00 / 5 132 .02 / 5 .132 .15 / 5 000 .00 / 5 .000 .00 / 5 000 .00 / 5 .000 .00 / 5 132 .03 / 5 .132 .04 / 5 000 .00 / 5 .000 .00 / 5 132 .06 / 5 .132 12 / 5 000 .00 / 5 .000 .00 / 5 132 .06 / 5 .132 .12 / 5 000 .00 / 5 .000 .00 / 5 132 .03 / 5 .132 .04 / 5 132 .02 / 5 .132 .15 / 5 000 .00 / 5 .000 .00 / 5 132 .01 / 5 .132 .09 / 5 000 .00 / 5 .000 .00 / 5 000 .00 / 5 .000 .00 / 5 132 .01 / 5 .132 .03 / 5 000 .00 / 5 .000 .00 / 5 132 .02 / 5 .132 .06 I 5 000 .00 / 5 .000 .00 / 5 132 .02 / 5 .132 .06 / 5 000 .00'/ 5 .000 .00 / 5 132 .01 / 5 .132 .02 / 5 132 .01 / 5 .132 .08 / 5 000 .00 / 5 .000 .00 / 5 001 .00 / 5 .132 .03 / 5 000 .00 / 5 .000 .00 / 5 132 .06 / 5 .000 .00 / 5 000 ..00 / 5 .132 .01 / 5 132 .13 / 5 .132 .01 / 5 000 .00 / 5 .000 .00 / 5 User ID: R. C. E. -- PAGE NO. 12 CROTTI PORCH 94 TOP .13 / 5 .132 .01 I 5 .132 BOTT: .000 .00 / 5 .000 .00 / 5 95 TOP 132 09 132 01 / 5 BOTT: 000 5' , .'. 000 00 / 5 96 TOP 132 : 03 I 5 132 03 ! 5 BOTT: 000 0d 1 S 0 0 00 / 5 ...... .. ........ .......EWD: 0F ELEME`,4T DESIGN. ..:..:>•.f..♦..•......... 271. END CONCRETE DESIGN 272. Fd N I SH. ............:.. EN® O'.STAAD-.Iff — ....... ... •••• DATE= bEC 17,2061' TtMf== 16: 6:29 •'•• ♦ For ,..quest ions'.on ;B4.AAf�=! f ( contact: ° Research E►t�!ne9r.s, Inc at • West Coast: Ph- (714) 9?4.2500 Fax- (714) 921-2543 • East Coast: Ph- (508) 686-3628 Fax- (508) 685-7230•f� ♦ • • • . . • ♦ . . • . . ♦ • . • . . ♦ . . . . . . . . . . . !1 . . • . • . • ♦ • ♦ . . . . • f No. 5505 Engineers Computation Pad i 12/17/01 -- Crotti Residence -- RCE Job 2001.003 ?J I- r-,5 I 1991 NDS Bolt Yield Limit Analysis For Single Shear Wood -to -Concrete Connections Connection ID: Ledger @ Entry III Loadings 11 npad = 132 Ihs_ 11 Bolt Diameter = 0.500 inches ' Floor = 48U IDs. Fyb = 45 ksi (for A307 bolt) Snow = 0 lbs. is = 1.50 inches (sill member) Const. = 0 lbs. width, s = 1 1.50 inches (sill member) Seismic = 0 lbs. Os = 90 degrees I Wind = 0 Ibs. Es = 1,600 ksi (sill member) Fes (parallel) = 5,600 psi (parallel) Fes (perpendicular) = 31158 psi (sill member) SGs = 0.50 DF -L Side Member Specific Gravity, EWP, DF -L, HF, SP or SPF Fes0 = 3,158 psi (sill member) Re = 1.0000 Rt = 2.0000 Ko = 1.2500 kl = 0.6794 k2 = 1.1890 0 = 1.6771 CM = 1.00 Wet Service Factor Ct = 1.00 Temperature Factor Ce= 1.00 Geometry Factor Cg = 1.00 Group Action Factor Rea = 0.25 Member Stiffness Ratio m = 0.89824 U = 1.00576 . n = 2 number of fasteners in a row S = 4 inches, Bolt Spacing (In a row) now = 1 total number of rows ntotai = 2 total number of fasteners N.D.S. 8.2.3 Eq.'s = Z(CD*CM*Ct*Cg*Ce) = 297 Eq 8.2-1 Z = 947 Ib. Mode Im Eq 8.2-2 Z = 474 Ib. Mode Is Eq 8.2-3 Z = 358 Ib. Mode 11 Eq 8.2-4 Z = 469 Ib. Mode Illm Eq 8.2-5 Z = 331 Ib. Mode Ills Eq 8.2-6 Z = 430 Ib. Mode IV Z' Dead Condition Z' = Z(CD*CM*Ct*Cg*Ce) = 297 CD = 0.90 Floor Condition Z' = 330 . CD = 1.00 Snow Condition Z' = 379 CD = 1.15 Const. Condition Z' = 412 CD = 1.25 Seis Condition Z' = 439 CD = 1.33 Wind Condition Z' = 528 CD = 1.60 Connection Capacity, lbs. OK.!! << Dead Loads ti: ? Floor Loads OIC!! Snow Loads OK!! OIC!! OK!! 010 Const. Loads " - Seismic Loads 055 Wind Loads FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Imoortantt Read the instructions on pages 1 - 7. O.M.B. No. 3067-0077 Expires July 31, 2002 SECTION A - PROPERTY OWNER INFORMATION : For Insurance Company -Use: BUILDING OWNER'S NAME 'Policy NumAr MA -(2 -lo BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number LoT ? 3, N/&K/ Ck,!E-eC Z_ /V, CITY STATE ZIP CODE _ IDygRtt i C4� X11'938 - PROPERTY DEE 'RIPTION (Lot and 71ock Numbers, Tax Parcel Number, Legal Description, etc.) 11;2A/ 40 --r D —(o C -P -- BUILDING USE (e.g., Residential, Non-resideftial, Addition, Accessory, etc. Use Comments section if necessary.) �Lt-s/DEiu Ti/?C. LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 1-1 GPS (Type): ( ##° - ##'- ##.##" or ##.##t#W) 1 -NAD 1927 1-1 NAD 1983 1-1 USGS Quad Map 1-1 Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81, NFIP COMMUNITY NAME & COMMUNITY NUMBER 82. COUNTY NAMEB3. STATE i Ba. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX 1 B7. FIRM PANEL 88. FL000 B9. BASE BLOOD EL.EVATIONSI 1 NUMBER DATE EFFECTIVE/REVISED DATE ZONES) (Zone AO, use deoth of ftocoing) dG 00(7 -oSzot:- 8 1588 /71g;' , U B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. — 1-1 FIS Profile 1-1 FIRM 1-1 Community Determined 1_1 Other (Describe): B11. Indicate the elevation datum used for the BFE in 69: 1-1 NGVD 1929 —j NAVD 1988 1-1 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)') 1—`. Yes \-/NG Designation Date: SECTION.0 - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 1_1Construction Drawings' 1-1Building Under Construction' AiFinished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number /_ (Select the building diagram most similar to the building for which this certificate is being comoletecl - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3, Elevations — Zones Al -A30, AE, AH, A (with BFE),.VE, V1430, V (with BFE), AR, AR/A, ARAE, AR/A1-A30, AR/AH. AR/AO Complete Items C3a-i below according to the building diagram specified in Item C2. State the datum used. If the datum Is di"erentfrom the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum Conversion/Comments 5 077E CD rJ rU Ti4 —,( Elevation refarence marts used _ Does the elevation reference mark used appear on the FIRM?1—; Yes No ❑ a) Top of bottom tioor (Including basement or enclosure) 177 L ft.(m) ❑ b) Top of next higher floor / ft•(m) I ESS/O* ❑ c) Bottom of lowest horizontal structural member (V zones only) 1 S ft (m) y OQt,OF °°•°••®•• C1 d) Attached garage (top of slab) -- ft.(m) C3 a) Lowest elevation of machinery and/or equipment W ���;G,,[�� °••�Fy F� a 0 servicing the building _ ft (m) ❑ f) Lowest adjacent grade (lAG) ft. (m) zN r" ❑ g) Highest adjacent grade (HAG) 1 7:j ft.(m) ZI h) No. of permanent openings (flood vents) within 1 ft. o No. � above adjacent grade i) Total area of all permanent openings (flood vents) in C3h ' -- sq. in. (sq. cm J °° . (; IV SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION c 'Or n, This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this cert(ficate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code. Section 1001. CERTIFiER'S NAME pUr JrZ LICENSE NUMBER / 7 �G G//7 TITI C Il �7 I Lr (j ` ` L- 7 V / % l41L SIG ANY NAME 04 F'FNAA Fnrtn A1_11 Al IrZ qQ CFF RFS/FrpCF .CIrIF Fr1R r.nNT1Nl IAT1r)N � I.yEST Sy2y6�'iyU g ATE � ZIP CODE 7 LEPHONE RFDI Ar.FQ Al I OPm/inn IC Fr1IT1r1N.4 IMPORTANT: In these spaces, copy the corresponding information from Section A. For nsurance �crrcany 91JILDING STREET ADDRESS (Including Aot.. Unit. Suite. and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. °o!icy Number f STATE 7_!P --GE �:orr.oany vA!t; vuT^DQ; SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenucompanv. and (3) ouTloTng owr.P.r COMMENTS ------- ----_._... __. Check here if attacnrne. SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZOYE AO and ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E3. If the Elevation Certificate s intended for use as 3uDor;rr,n, ,nformation for a LOMA or LOMR-F, Section C must be completed. EI. Building Diagram Number. (Select the building diagram most similar to the building for which this certificate :s being r�mp,ota:, see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or ohoto';,aoh.) E2. The top of the bottom floor (including basement or enclosure) of the building is —I,� ft.(m) 1.-1_in.(cm) aoove or _ `,2•r,�: (check one) the highest adjacent grade. E3. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated ;n accordance Mth the commur..ty s floodplain management ordinance? 1_I Yes I -I No 1-1 Unknown. The local official must certify this information ;n Sec; on G SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-,ssued :,r community -issued BFE) or Zone AO must sign here. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME — ADDRESS CI i ! STAT -E SIGNATURE MMENTS DATE 7E:-EP"CNE -... _ _._._-._... I—I Check here Tfanarnr~r rt SECTION G - COMMUNITY INFORMATION (OPTIONAL) . . The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance Can r-omc;ete Sections.A, B, C (or E), and G of this Elevation Cr..rtificaty. Complete the applicable item(s) and sign below. G1. -� The info.-ratIon in Section C was taken from other documentation that has been signed anc embossed by a licensed Sunt?,/nr engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and cate of h� elevation data in the Comments area below.) G2. i -I A Community official completed Section E for a building located in Zone A (without a FEMA-,ssued or community-,ssueC SFE; )r Zone AO. G3. j The following information (Items G4 -G9) is provided for community floodplain mariagement our -Doses. Gn. PERMIT NUMBER I G5. DATE PERMIT i G6. DATE CERTIFICA It OF COMPLIANCE:'OC:�UPt "C.'r ISSUED G7. This permit has been issued for: 1-I New Construction 1`1 Substantial Improvement . G8. Elevation of as -built lowest floor (including basement) of the building is: G9. BFE or (in Zone AO) depth of flooding at the building site is: — ft (m) Datum: ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE -- COMMUNITY NAME TELEPHONE -`- — SIGNATURE DATE -- COMMENT'S -------.__.__ _-; Check here (aracnmr r. r, A1-:1 41 Ir. Qo - --- ---- - ocot nr�c Al T ooni!ni ;c cr,T-,r�Ic- ft �0 N 9 581-0 it 12'=3 2)_4n '21-411 ;O E LAI U N D 2Y I N rDiHiH(f4 r2yoF-i DOOR SCHEDULE. MARK SIZE DESCRIPTION C417 S 0 COP,ENC 7 _ 6 elcT: F ENG' Cb �'Y: 1C1 . .. _. L � _ •A'j'i 2►rMDVt� �7 .._ �RA1VINi NVM�CR �r ff iW. t: - � i � .'{ i 't•• r 1 a 3',.a aur � R;:.t 1 � .. � ,. ,- - • ... �..�. �2 • �t.�, �-. ... �.�.) .. .. .�.. �.�...,1 ..?31... .« ...dLN� u k.'" r ;t,Y «.., �.x, .,�.Y'. ....1�•'�:S`ii^:'^i,►a!� ��� j g 10 "A • dp � ! 12 C� 2. E AT jroo M 13 ` 14 C, 0 15 ' wy �J 16 _ o ( 1NINDOW. SCHEDULE p(} MARK SIZE DESCRIPTION ,. N I ,I C U ,, — D r I E 2 acooIS ST C G nom)© T. C4, H 5'L �• . I - ..... 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N J5 1p 41-4-11 `SE CO FLOOZ.-EL&H APPROVED &me C66* Japwlronmental fTqwth 37 I STO (2.1 C4 L, P- E FNL I C4T.1 c, > H si'l Hc" 41- DRAWN My SCALE 44t 1�1-4 H, REVISED. �cr -4T DATES APPROVED (My WMAWINS MWASIE"'. IAA W'Ift U.SA�